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HomeMy WebLinkAbout000-000-016Date: 5/23/2012 - 12-8017 Reactions Package(] 99121) Time: 07:51 AM Page: 1 of 69 VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 STRUCTURAL DESIGN DATA Project: Sunwest Name: 4515. Sunwest rev -1 Builder PO #: Jobsite: 507 BANNOCK ST. City, State: Biggs, California 95917 County: Butte Country: United States BUTTE COUNTY Jud 9 4 2012 DEVELOPYANT SERVICES TABLE OF CONTENTS ��01-177 Letterof Certification..........:................................................................................................................................................................... 2 BuildingLoading - Expanded Report ..................................................................................................................................................... 4 Reactions - Summary Reportw/Controlling Load Comb.........................:...................................:........................................................ 25 PaOFESS,� O PAUL C L, A -NG l-7 l��0 I� Z,—c) �l PERMIT ti -77 l— } C048f 97 � �m BUTTE COUNTY DEVELOPMENT SERVICES � � r/Z y // Q O REVIEWED FOR . � CO® C IVIPLIAIVCE v1 DATE O L%V- BY Expires 6/30/ / 2 File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Ft tit_ (SDey Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 2 of 4 Contact: Gary Graves Project: Sunwest - Name: BCM Construction Company, Inc Builder PO #: Address: 2990 Hwy 32, Jobsite: 507 BANNOCK ST. Ste 100 City, State: Chico, California 95973 City, State: Biggs, California 95917 Country: United States County, Country: Butte, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. Overall Building Descriotion Shape Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Peak Snow Importance: 1.000 Width _Len h-- . ft. (sq. ft. (sq. ft. Height Height 2 Pitch Pitch Height A [14%0/0_-209/8/0- Diaphragm Condition: Flexible 29353 20119 29455 31/10/0 24/4/0 1.000:12 1.000:12 33/11/0 B r-90/0/0- -1-321010-',', 11880 8267 11921 31/10/0 24/4/0 -1.000:12 Total For All Shap 41233 28386 41376 Loads and Codes - Shape: A City: Biggs County: Butte State: California Country: United States Building Code: 2010 CBC .✓ Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2009 International Building Code Cold Form: 07AIS1- ASD 3000.00 psi Concrete Building Use: Standard Occupancy Structure Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):3.50 psf Wind Load Wind Speed: 85.00 mph The'Low Rise' Method is Used Wind Exposure (Factor): C (0.995) Parts Wind Exposure Factor. 0.995 Wind Enclosure: Enclosed Wind Importance Factor. 1.000 Topographic Factor. 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 25/5/10 Parts / Portions Zone Strip Width: 12/8/13 Basic Wind Pressure: 15.64 psf Loads and Codes - Shape: B Snow Load Seismic Load Ground Snow Load: 0.00 psf Flat Roof Snow: 0.00 Mapped Spectral Response - Ss:53.60 %g psf Mapped Spectral Response - S 1:22.40 %g Design Snow (Sloped): 0.00 psf Seismic Design Category: D Snow Exposure Category (Factor): 1 Fully Exposed Seismic Importance: 1.000 (0.90) Snow Importance: 1.000 Seismic Design Category: D Thermal Category (Factor): Heated (1.00) Framing Fundamental Period: 0.4036 Ground / Roof Conversion: 0.70 Bracing Fundamental Period: 0.2440 % Snow Used in Seismic: 0.00 Framing R -Factor. 3.5000 Seismic Snow Load: 0.00 psf Bracing R -Factor. 3.2500 Unobstructed, Slippery Roof Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor. 1.3000 Brace Redundancy Factor. 1.3000 Frame Seismic Factor (Cs): 0.1400 x W Brace Seismic Factor (Cs): 0.1508 x W Design Spectral Response - Shc: 0.2915 Design Spectral Response - Sds: 0.4900 City: Biggs County: Butte State: California Country: United States Building Code: 2010 CBC Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2009 International Building Code Cold Form: 07AIS1- ASD 3000.00 psi Concrete Building Use: Standard Occupancy Structure Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):3.50 psf Wind Load Snow Load Seismic Load Wind Speed: 85.00 mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss:53.60 %g The'Low Rise' Method is Used Flat Roof Snow: 0.00 psf ' Mapped Spectral Response - S 1:22.40 %g Wind Exposure (Factor): C (0.940) Design Snow (Sloped): 0.00 psf Seismic Design Category: D Parts Wind Exposure Factor. 0.940 Snow Exposure Category (Factor): I Fully Exposed Seismic Importance: 1.000 (0.90) File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 3 of L� Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor. 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 19/5/10 Parts / Portions Zone Strip Width: 9/8/13 Basic Wind Pressure: 14.78 psf Snow Importance: 1.000 Thermal Category (Factor): Heated (I:00) Ground / Roof Conversion: 0.70 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Seismic Design Category: D Framing Fundamental Period: 0.4036 Bracing Fundamental Period: 0.2440 Framing R -Factor. 3.5000 Bracing R -Factor. 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor. 1.3000 Brace Redundancy Factor 1.3000 Frame Seismic Factor (Cs): 0.1400 x W Brace Seismic Factor (Cs): 0.1508 x W Design Spectral Response - Sd 1: 0.2915 Design Spectral Response - Sds: 0.4900 Building design loads and governing building code is provided by the Builder and is not validated by Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loa Jing information for this specific building site. The design of this building is in accordance with Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Varoo Pruden Buildings, a division of BlueScope Buildings North America, Inc., nor does it apply to unauthorized modifications to building components. Furthermore, itis understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project- Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this letter. pFESSjOti pAUC o 2Q > C048t 07 X ct I. 1'Y/1 2�o fVlx- 6/30/ 1,t— File:,L File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, fnc. e Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 4 of Bnildta�).oadW� handed ltepolr't± i T Y i . p 9 J S Y N f 2 b V G.t D, 3 w, Y sx.. ._. .t _?.ra.z'J,:a.,_. . .. �s.u. C. ;;.3,;S ..a .,.SS. y,.a ✓.... .:�y...w.....+? ..;s}.".xtN.., .A..:v. ;�y;,c<:�2 �7ff s.c,,.. r�'..�.F l< ,.. (:.....y.... Shape: A Loads and Codes - Shape: A City: Biggs County: Butte State: California Country: United States Building Code: 2010 CBC Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2009 International Building Code Cold Form: 07AISI - ASD 3000.00 psi Concrete Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):3.50 psf Side Type Mag Units Shape Applied to Description A D 2.172 psf Entire Fnn Covering Weight - 26 Panel Rib + Secondary Weight 1.26: Roof: A A D 0.910 psf Entire Pur Covering Weight - 26 Panel Rib: Roof: A B D 1.872 psf Entire Frn Covering Weight - 26 Panel Rib + Secondary Weight 0.96: Roof: B B D 0.910 psf Entire Pur Covering Weight - 26 Panel Rib: Roof: B Roof Live Load Roof Live Load: 20.00 psf Reducible Wind Load Wind Speed: 85.00 mph Gust Factor. 1.0000 Wind Enclosure: Enclosed Wind Importance Factor. 1.000 Height Used: 31/10/0 (Type: Eave) Least Horiz. Dimension: 209/8/0 Base Elevation: 0/0/0 Primary Zone Strip Width: 25/5/10 NOT Windbome Debris Region Velocity Pressure: (qz) 18.50 psf Parts / Portions Zone Strip Width: 12/8/13 Topographic Factor. 1.0000 qz= 0.00256' (1.00)' (85.00r2 • (1.00) Directionality Factor. 0.8500 The'Low Rise' Method is Used Wind Exposure (Factor): C (0.995) Basic Wind Pressure: 15.64 psf Snow Load Ground Snow Load: 0.00 psf Snow Exposure Category (Factor): I Fully Exposed (0.90) Flat Roof Snow: 0.00 psf Thermal Category (Factor): Heated (1.00) Design Snow (Sloped): 0.00 psf Unobstructed, Slippery Roof Snow Accumulation Factor. 1.000 Rain Surcharge: 0.00 Snow Importance: 1.000 Slope Reduction: 1.00 Ground / Roof Conversion: 0.70 Slope Used: 4.764 ( 1.000:12 ) Seismic Load Mapped Spectral Response - Ss:53.60 %g % Snow Used in Seismic: 0.00 Mapped Spectral Response - S 1:22.40 %g Seismic Snow Load: 0.00 psf Seismic Design Category: D Frame Redundancy Factor. 1.3000 Seismic Importance: 1.000 Brace Redundancy Factor. 1.3000 Frame Seismic Factor (Cs): 0.1400x W Soil Profile Type: Stiff soil (D, 4) Brace Seismic Factor (Cs): 0.1508x"W Diaphragm Condition: Flexible Framing R -Factor. 3.5000 Framing Fundamental Period: 0.4036 Bracing R -Factor. 3.2500 Bracing Fundamental Period: 0.2440 Fundamental Period Height Used: 28/1/0 Design Spectral Response - Sds: 0.4900 Design Spectral Response - Sd 1: 0.2915 Side Type Mag Units Shape Applied to Description I E 0.217 psf Entire Frm Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.64: Wall: I I E 0.234 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.64: Wall: 1 I E 0.304 psf Entire Grt Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.64: Wall: I I E 11.479 psf Rect Frm Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: I I E 12.362 psf Rect Bn; Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: I I E 16.071 psf Rect Grt Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: 1 2 . E 0.180 psf Entire Frn Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.37: Wall: 2 2 E 0.193 psf Entire Bic Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.37: Wall: 2 File: 4515 Sunwest rev -I Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 5 of 6.W 2 E 0.251 psf Entire Grt 2 E 11.479 psf Rect Fnn 2 E 12.362 psf Rect Brc 2 E 16.071 psf Rect Grt 2 E 1.000 k Point Frm Brc 3 E 0.255 psf Spec Frm 3 E 0.275 psf Spec Brc 4 E 0.187 psf Entire Frm 4 E 0.202 psf Entire Brc 4 E 0.262 psf Entire Grt 4 E 11.479 psf Rect Frm 4 E 12.362 psf Rect Brc 4 E 16.071 psf Rect Grt A E 1.214 psf Entire Frrn A E 1.307 psf Entire Brc A E 4.480 pIf Line Frm A E 4.824 pIf Line Brc B E 1.172 psf Entire Frm B E 1.262 psf Entire Brc B E 4.480 pIf Line Frm B E 4.824 pIf Line Brc B E 4.480 pif Line Frm B E 4.824 pIf Line Brc Deflection Conditions Frames are vertically supporting: Metal Roof Purlins and Panels Frames are laterally supporting: Precast Concrete Wall Purlins are supporting: Metal Roof Panels Girts are supporti ng: Precast Concrete Wall Load Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.37: Wall: 2 Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: 2 Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: 2 Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: 2 Addiitona) Seismic Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.91: Wall: 3 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.91: Wall: 3 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.43: Wall: 4 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.43: Wall: 4 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.43: Wall: 4 Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: 4 Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: 4 Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: 4 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.26 + (includes 3.000 Collateral 3.500 Frame Weight) : Roof: A Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.26 + (Includes 3.000 Collateral 3.500 Frame Weight) : Roof: A Seismic Effect From 6" Pipe: Roof: A Seismic Effect From 6" Pipe: Roof: A Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.96 + (Includes 3.000 Collateral 3.500 Frame Weight) : Roof. B Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.96 + (Includes 3.000 Collateral 3.500 Frame Weight) : Roof: B Seismic Effect From 6" Pipe: Roof B Seismic Effect From 6" Pipe: Roof: B Seismic Effect From 6" Pipe: Roof: B Seismic Effect From 6" Pipe: Roof B I User 1.000 - 0.700 E> - ----- ----- 0.70 E> 2 User 1.000 0.700 <E 0.70 <E 3 User 1.000 0.600 D 0.60 D 4 User 1.000 0.600 CU 0.60 CU 5 User 1.000 0.700 EG- 0.7 EG - 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 7 System 1.000 1.0 D + 1.0 CG .+ 1.0 <L D + CG + <L 8 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 9 System 1.000 1.0 D+ 1.0 CG+ 1.0^ASL D+CG+^ASL 10 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2) 11 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 12 System 1.000 1.0 D + 1.0 CG + 1.0 P1.2 D + CG + PL2(Spans 3 and 4) 13 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 4 and 5) 14 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 5 and 6) 15 System 1.000 1.0 D + 1.0 CG + 1.0 W 1> D+CG+ WI> 16 System 1.000 1.0 D + 1.0 CG + 1.0 <W1 D + CG + <W 1 17 System 1.000 1.0 D + 1.0 CG + 1.0 W2> D+CG+ W2> 18 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 19 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> D+CU+WI> 20 System 1.000 0.600 D + 0.600 CU + 1.0 <W I D +'CU + <W l 21 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D+CU+W2> 22 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W I> D+CG+L+W1> 24 System 1.000 I.0D+I.0CG+0.750L+0.750<WI D+CG+L+<WI 25 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> D + CG + L + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.910 E7 + 0.700 EG+ D + CG + E> + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EG+ 29 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- D + CU + E>+ EG - File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM h &. Page: 6 of 4 System 1 1.000 ll.O D+ 1.0 WPAI D+ WPAI File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 30 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- D + CU + <E + EG - 31 Special 1.000 1.0 D + 1.0 CG + 1.750 E> + 0.700 EG+ D + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ D + CG + <E + EG+ 33 Special 1.000 0.600 D + 0.600 CU + 1.750 E> + 0.700 EG- D + CU + E7 + EG - 34 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- D + CU + <E + EG - 35 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 E> + 0.700 EG+ D + CG + E> + EG+ 36 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 <E + 0.700 EG+ D + CG + <E + EG+ 37 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 E> + 0.700 EG- D + CU + E> + EG - 38 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- D + CU + <E + EG - 39 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPAI D+CG+ WPAI 40 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA I D + CU + WPA 1 41 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAI D + CG + L + WPA l 42 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD I D + CG +WPDI 43 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPDI D+CU+WPDI 44 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L+0.750 WPDI D+CG+L+ WPDI 45 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 46 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 48 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 49 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D + CG + L + WPD2 51 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPB D+CG+ WPBI 52 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPB D+CU+ WPBI 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB 1 D + CG + L + WPB 1 54 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPC D+CG+ WPCI 55 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC I D + CU + WPC 1 56 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC 1 D + CG + L + WPC 1 57 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 58 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WP82 D + CU + WPB2 59 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 60 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 61 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 63 User Derived 1.000 0.210 E> + 0.700 EB> E> + EB> 64 User Derived 1.000 0.700 E> + 0.210 EB> 0.70 E>: E> + EB> 65 User Derived 1.000 0.210 <E + 0.700 EB> <E + EB> 66 User Derived 1.000 0.700 <E + 0.210 EB> 0.70 <E: <E + EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D + CG + E> + EG+ + EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.910 © + 0.700 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> D + CG + <E + EG+ + EB> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 71 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D + CU + E> + EG- + EB> 72 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> D + CU + E> + EG- + EB> 73 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> D + CU + <E + EG- + EB> 74 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D + CU + <E + EG- + EB> 75 Special 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ D + CG + EB> + EG+ 76 Special 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- D + CU + EB> + EG - 77 User Derived 1.000 0.210 E> + 0.700 <EB p + <EB 78 User Derived 1.000 0.700 E> + 0.210 <EB 0.70 E>: E> + <EB 79 User Derived 1.000 0.210 <E + 0.700 <EB <E + <EB 80 User Derived 1.000 0.700 <E + 0.210 <EB 0.70 <E: <E + <EB 81 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB D + CG + E> + EG+ + <EB 82 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 83 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <EB D + CG + <E + EG+ + <EB 84 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 85 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB D + CU + E> + EG- + <EB 86 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D + CU + E> + EG- + <EB 87 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D + CU + <E + EG- + <EB 88 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D + CU + <E + EG- + <EB 89 Special 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ D + CG + <EB + EG+ 90 1 Special 1 1.000 10.600 D + 0.600 CU + 1.750 <EB + 0.700 EG- ID + CU + <EB + EG- Desien Load Combinations - Bracing System 1 1.000 ll.O D+ 1.0 WPAI D+ WPAI File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 7 of. 6g 2 System 1.000 1.0 D+ 1.0 WPDI D+ WPDI 3 System 1.000 1.0 D + 1.0 WPA2 D + WPA2 4 System 1.000 1.0 D+ 1.0 WPD2 D+ WPD2 5 System 1.000 1.0 D+ 1.0 WPBI D+ WPBI 6 System 1.000 1.0 D + 1.0 WPC I D + WPC 1 7 System 1.000 1.0 D+ 1.0 WPB2 D+ WPB2 8 System 1.000 1.0 D+ 1.0 WPC2 D+ WPC2 9 System 1.000 1.0 D + 0.700 E> D + E> 10 System 1.000 1.0 D + 0.700 <E D + <E I I System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA I D + CG + WPA I 12 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDI D + CG + WPDI 13 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 14 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 15 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPB D+CG+ WPBI 16 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC I D + CG + WPC I 17 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 18 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 19 System Derived 11.000 0.600 D + 0.600 CU + 1.0 WPAI D + CU + WPA1 20 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI D + CU + WPDI 21 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 22 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 23 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 D + CU + WPB 1 24 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPCs D + CU + WPC I 25 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 26 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 27 System Derived 1.000 1.0 D + 1.0 CG + 0.700 E> + 0.700 EG+ D + CG + E> + EG+ 28 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <E + 0.700 EG+ D + CG + <E + EG+ 29 System Derived 1.000 0.600 D + 0.600 CG + 0.700 E7 + 0.700 EG- D + CG + E> + EG - 30 1 System Derived 1 1.000 0.600 D + 0.600 CG + 0.700 <E + 0.700 EG- ID + CG + <E + EG- Desien Load Combinations - Purlin 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 W1> D+CG+WI> 3 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 4 System 1.000 0.600 D + 0.600 CU + 1.0 W I> D+CU+WI> 5 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 6 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W1> D + CG + L + W1> 7 System 1.000 I.0D+I.0CG+0.750L+0.750<W2 D+CG+L+<W2 8 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPAI D+CG+ WPAI 9 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA t D + CU + WPA 1 10 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA 1 D + CG + L + WPA 1 I 1 System Derived 1.000 1.0 D+ LO CG+ 1.0 WPDI D+CG+ WPDI 12 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI D + CU + WPDI 13 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L+0.750 WPDI D+CG+ L+ WPDI 14 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 15 System Derived 1.000 0.600 D + 0.600 CU + LO WPA2 D+ CU + WPA2 16 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 17 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 18 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPD2 D+CU+ WPD2 19 System Derived 1.000 I.0D+I.0CG+0.750L+0.750WPD2 D+CG+L+WPD2 20 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPB D+CG+ WPBI 21 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPBI D+CU+ WPBI 22 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L+0.750 WPBI D+CG+ L+ WPBI 23 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC I D + CG + WPC 1 24 System Derived 1.000 0.600 D+ 0.600 CU + 1.0 WPC D+ CU + WPC1 25 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W PC I D + CG + L + WPC I 26 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + W1`132 27 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WP82 28 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 29 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 30 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 31 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 32 System Derived 1.000 1.0 D + 1.0 CG + 0.700 EB> + 0.700 EG+ D + CG + EB> + EG+ 33 System Derived 1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EG- D + CU + EB> + EG - File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM h &. Page: 8 ofC8 34 I System Derived I 1.000 I1.0 D + I.0 CG + 0.700 <EB + 0.700 EG+ ID + CG + <EB + EG+ 35 System Derived 1.000 0.600 D + 0.600 CU + 0.700 <EB + 0.700 EG- D + CU + <EB + EG - Design Load Combinations - Girt No. Ori in Factor I Application Description I System 1.000 1.0 W l> W I> 2 System 1.000 1.0 <W2 <W2 3 System 1.000 0.700 E> E> 4 System 1.000 0.700 <E <E 5 System Derived 1.000 1.0 WPAI WPAI 6 System Derived 1.000 1.0 WPDI WPDI 7 System Derived 1.000 1.0 WPA2 WPA2 8 System Derived 1.000 1.0 WPD2 WPD2 9 System Derived 1.000 1.0 WPBI WPBI 10 System Derived 1.000 1.0 WPCI WPCI I I System Derived 1.000 1.0 WPB2 WPB2 12 System Derived 1.000 1.0 WPC2 WPC2 13' System Derived 1.000 0.700 EB> EB> 14 System Derived 1 1.000 10.700 <EB I<EB 180 Design Load Combinations - Roof - Panel No. Origin Factor Application Description I System 1.000 1.0 D+ 1.0 L D+ L 2 System 1.000 1.0 D + 1.0 <W2 D + <W2 ID 3 System 1.000 0.600 D + I.0 W I> + W I> Design Load Combinations - Wall - Panel No. Origin Factor I Application Description I 2 System System 1.000 1.000 11.0 W 1> 11.0 <W2 W 1> <W2 Deflection Load Combinations - Fran lna No. Oriin Factor Def H Def V Application Description 1 User 1.000 50 0 1.200 E7 + 1.200 EG- E7 + EG - 2 User 1.000 50 0 1.200 <E + 1.200 EG- <E + EG - 3 User 1.000 50 0 1.200 EB> EB> 4 User 1.000 50 0 1.200 <EB <EB 5 System 1.000 0 180 0.700 Wl> WI> 6 System 1.000 0 180 0.700 <W I <W 1 7 System 1.000 0 180 0.700 W2> W2> 8 System 1.000 0 180 0.700 <W2 <W2 9 System Derived 1.000 0 180 0.700 WPAI WPAI 10 System Derived 1.000 0 180 0.700 WPDI WPDI I I System Derived 1.000 0 180 0.700 WPA2 WPA2 12 System Derived 1.000 0 180 0.700 WPD2 WPD2 13 System Derived 1.000 0 180 0.700 WPBI WPBI 14 System Derived .1.000 0 180 0.700 WPCI WPCI 15 System Derived 1.000 0 180 0.700 WP82 WPB2 16 System Derived 1.000 0 180 0.700 WPC2 WPC2 17 System 1.000 0 180 1.0 L L 18 System 1.000 100 0 0.700 W I> W I> 19 System 1.000 100 0 0.700<WI <WI 20 System 1.000 100 0 0.700 W2> W2> 21 System 1.000 100 0 0.700 <W2 <W2 22 System Derived 1.000 100 0 0.700 WPAI WPAI 23 System Derived 1.000 100 0 0.700 WPDI WPDI 24 System Derived 1.000 100 0 0.700 WPA2 WPA2 25 System Derived 1.000 100 0 0.700 WPD2 WPD2 26 System Derived 1.000 100 0 0.700 WPBI WPBI 27 System Derived 1.000 100 0 0.700 WPCI WPCI 28 System Derived 1.000 100 0 0.700 WPB2 WPB2 29 1 System Derived 1 1.000 1 100 1 0 10,700 WPC2 JWPC2 Deflection Load Combinations - Purlin File: 4515 Sunwest rev -I Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 9 of C Y No. Origin Factor Deflection I Application Description I System 1.000 150 1.0 L L 2 System 1.000 180 0.700 WI> WI> 3 S stem 1.000 180 0.700 <W2 <W2 Deflection Load Combinations - Girt No. Origin Factor Deflection Application Description I System 1.000 240 0.700 WI> Wl> 2 System 1.000 240 0.700 <W2 <W2 3 System 1.000 240 0.500 F> E> 4 System 1.000 240 0.500 <E <E Load 1.000 1 60 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left S Snow Load USI* Unbalanced Snow Load 1, Shifted Right 'USI Unbalanced Snow Load I, Shifted Left US2- Unbalanced Snow Load 2, Shifted Right •US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Half, I Span PF2 Partial Load, Full, 2 Spans . PH2 Partial Load, Half, 2 Spans S> Snow - Notional Right <S Snow - Notional Left SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right <SMS Specified Min. Roof Snow - Notional Left W Wind Load W 1> Wind Load, Case 1, Right <W I Wind Load, Case I, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6. Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel - Ref A, Case I WPA2 Wind Parallel - Ref A, Case 2 WPBI Wind Parallel - Ref B, Case I WPB2 Wind Parallel - Ref B, Case 2 WPCI Wind Parallel - Ref C, Case I WPC2 Wind Parallel - Ref C, Case 2 WPDI Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WBI> Wind Brace Reaction, Case I, Right <WB1 Wind Brace Reaction, Case I, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL- Alternate Span Floor Live Load, Shifted Right -FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL-> Auxiliary Live Load, Right, Right •AL> Auxiliary Live Load, Right, Left <AL- Auxiliary Live Load, Left, Right <-AL Auxiliary Live Load, Left, Left AL- Aux Live, Right -AL Aux Live, Left AL ->(I) Auxiliary Live Load, Right, Right, Aisle I -AL>(I) Auxiliary Live Load, Right, Left, Aisle I <AL -(I) Auxiliary Live Load, Left, Right, Aisle I <-AL(1) Auxiliary Live Load, Left, Left, Aisle I AL -(I) Aux Live, Right, Aisle I -AL(I) Aux Live, Left, Aisle I AL•>(2) Auxiliary Live Load, Right, Right, Aisle 2 -AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL -(2) Auxiliary Live Load, Left, Right, Aisle 2 <-AI42) Auxiliary Live Load, Left, Left, Aisle 2 AL -(2) Aux Live, Right, Aisle 2 -AL (2) Aux Live, Left, Aisle 2 File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 10 of 6$ AL'>(3) Auxiliary Live Load, Right, Right, Aisle 3 •Al>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL'(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL'(3) Aux Live, Right, Aisle 3 •A1(3) Aux Live, Left, Aisle 3 AL'>(4) Auxiliary Live Load, Right, Right, Aisle 4 •AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL'(4) Auxiliary Live Load, Left, Right, Aisle 4 <'AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL'(4) Aux Live, Right, Aisle 4 •AL(4) Aux Live, Left, Aisle 4 AL'>(5) Auxiliary Live Load, Right, Right, Aisle 5 •AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL'(5) Auxiliary Live Load, Left, Right, Aisle 5 <►AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL•(5) Aux Live, Right, Aisle 5 •AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(I) Aux Live Bracing Reaction, Right, Aisle I <ALB(I) Aux Live Bracing Reaction, Left, Aisle I WALB>(I) Wind, Aux Live Bracing Reaction, Right, Aisle I <WALB(I) Wind, Aux Live Bracing Reaction, Left, Aisle I ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load U0 User Defined Load U t User Defined Load - 1 U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 US User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UBI User Brace Reaction - I U132 User Brace Reaction - 2 U133 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 U137 User Brace Reaction - 7 UB8 User Brace Reaction - 8 U139 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear User ADDlled Surface Loads (Local Coordinate System! N N Side Shape Units Type Description Ma X -Loc Y -Loc Frm Brc Grt Pur Pnl Supp. Dir. Loc. 2 PT k E Addiitonal Seismic 1.00 209/8/ 24/4/ Y Y N N N N IN OF A LN pif W future It - End Zone - End Zone - 880.00 25/5/1 -25/1/1 Y N N N N N IN OF End Zone A LN plf W future It - End Zone - End Zone - 880.00 25/5/1 -25/l/1 Y N N N N N IN OF End Zone A LN plf W future It - End Zone - End Zone - 880. 0/0/ -25/1/1 Y N N N N N IN OF End Zone A LN plf W future It - End Zone - End Zone - 880.00 25/5/1 -25/1/1 Y N N N N N IN OF End Zone A LN plf W future It - End Zone - End Zone 800.00 25/5/1 -25/1/1 Y N N N N N IN OF A LN plf W future It - End Zone - End Zone 800.0 42/0/ -25/I/I Y N N N N N IN OF A LN plf W future It - End Zone - End Zone 0. 0/0/ 0/0/ Y N N N N N IN OF A LN plf W future It - End Zone - End Zone 0. 0/0/ 0/0/ Y N N N N N IN OF A LN pIf CG 6" Pipe 32. 57/0/ 0/0/ Y Y N Y N N IN OF A LN plf CG 6" Pipe 32.0 57/0/ -25/1/5 Y Y N Y N N IN OF B LN pIf CG 6" Pipe 32. 209/8/ -9/8/ Y Y N Y N N IN OF B LN plf CG 6" Pipe 32. 152/8/ -9/8/ Y Y N Y N N IN OF B LN plf CG 6" Pipe 32.001 152/8/ -9/8/ Y Y N Y N N IN OF B I LN I plf I CG 6" Pipe I 32.0 152/8/ 0/0/ Y I Y I N Y I N I N I IN I OF File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM A L. Page: I I ,of 6g User Defined Frame Point Loads far Crnss Sertinn- Side Units Type Description Magi Loci Offset H or V Supp. Dir. Coef. Loc. I k CG CG Future Lean -To -1.9 31/9/14 NA NA N DOWN 1.000 OF I k L L Future Lean -To -11.5 31/9/14 NA NA N DOWN 1.000 OF I k D D Future Lean -To -2.2 31/9/14 NA NA N DOWN 1.000 OF 2 p W 1> future It - End Zone - End Zone - End Zone- 1.5839. 25/1/1 NA NA N UP 1.250 OF Resolved From Plane 2 p <W 1 future It - End Zone - End Zone - End Zone- 8996.91 25/l/I NA NA N UP 0.710 OF >Resolved From Plane 2 p W2> future It - End Zone - End Zone - End Zone- 11277.8 25/l/I NA NA N UP 0.890 OF Resolved From Plane 2 p <W2 future It - End Zone - End Zone - End Zone- 4435.10 25/l/I NA NA N UP 0.350 OF Resolved From Plane 2 p WPA I future It - End Zone - End Zone - End Zone- 15839. 25/1/1 NA NA N UP 1.250 OF Resolved From Plane 2 p WPD1 future It - End Zone - End Zone - End Zone- 8996.91 25/l/I NA NA N UP 0.710 OF Resolved From Plane 2 p WPA2 future It - End Zone - End Zone - End Zone- 11277.8 25/1/1 NA NA N UP 0.890 OF >Resolved From Plane 2 p WPD2 future It - End Zone - End Zone - End Zone- 4435.1 25/l/I NA NA N UP 0.350 OF Resolved From Plane 2 p WPB 1 future It - End Zone - End Zone - End Zone- 11024.3 25/l/I NA NA N UP 0.870 OF' Resolved From Plane 2 p WPC future It - End Zone - End Zone - End Zone- 6969. 25/l/I NA NA N UP 0.550 OF' Resolved From Plane 2 p WPB2 future It - End Zone - End Zone - End Zone- 6462.5 25/1/1 NA NA N UP 0.510 OF >Resolved From Plane 2 p WPC2 future It - End Zone - End Zone - End Zone- 2407.6 25/l/I NA NA N UP 0.190 OF Resolved From Plane 2 p W l> future It - End Zone - End Zone ->Resolved From 82.7 25/1/1 NA NA N UP 0.870 OF Plane 2 p <Wl future It - End Zone - End Zone ->Resolved From 52.2 25/1/1 NA NA N UP 0.550 OF Plane 2 p W2> future It - End Zone - End Zone ->Resolved From 48.4 25/1/1 NA NA N UP 0.510 OF Plane 2 p <W2 future It - End Zone - End Zone ->Resolved From 18.0 25/l/I NA NA N UP 0.190 OF Plane 2 p WPAI future It - End Zone - End Zone ->Resolved From 118.85 25/l/1 NA NA N UP 1.250 OF Plane 2 p WPDI future It - End Zone - End Zone ->Resolved From 67.51 25/1/1 NA NA N UP 0.710 OF Plane 2 p WPA2 future It - End Zone - End Zone ->Resolved From 84.6 25/1/1 NA NA N UP 0.890 OF Plane 2 p WPD2 future It - End Zone - End Zone ->Resolved From 33.28 25/1/1 NA NA N UP 0.350 OF Plane 2 p WPBI future It - End Zone - End Zone ->Resolved From 82.7 25/l/I NA NA N UP 0.870 OF Plane 2 p WPCI future It - End Zone - End Zone ->Resolved From 52.2 25/1/1 NA NA N UP 0.550 OF Plane 2 p WPB2 future It - End Zone - End Zone ->Resolved From 48.4 25/1/1 NA NA N UP 0.510 OF Plane 2 p WPC2 future It - End Zone - End Zone ->Resolved From 18.0 25/1/1 NA NA N UP 0.190 OF Plane 3 p CG 6" Pipe ->Resolved From Plane 464.5 9/8/0 NA NA N DOWN 1.000 OF 4 k d Addiitonal Seismic ->Resolved From Plane 1.0 24/4/0 NA NA N RIGHT 1.000 OF 4 1 k I <E lAddiitonal Seismic ->Resolved From Plane 1 -1.0 24/4/01 N A4 NA4 N I LEFT 1 1.0001 OF File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM h &- Page: 12 of C$ File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM h &. Page: 13 of LF User Defined Frame Pnint l.nada far rrnas Certinn- 2 Side Units Type Description Magi Loci Offset H or V Supp. Dir. Coef. Lox. I k CG CG Future Lean -To -3.6 31/9/14 NA NA N DOWN 1.000 OF I k L L Future Lean -To -14.6 31/9/14 NA NA N DOWN 1.000 OF I k D D Future Lean -To 4.2 31/9/14 NA NA N DOWN 1.000 OF 2 p W I> future It - End Zone - End Zone - End Zone- 12194.0 25/1/1 NA NA N UP 1.250 OF Resolved From Plane 2 p <W1 future It - End Zone - End Zone - End Zone- 6926.23 25/1/1 NA NA N UP 0.710 OE >Resolved From Plane 2 p W2> future It - End Zone - End Zone - End Zone- 8682.18 25/1/1 NA NA N UP 0.890 OE Resolved From Plane 2 p <W2 future It - End Zone - End Zone - End Zone- 3414.3 25/1/1 NA NA N UP 0.350 OF Resolved From Plane 2 p WPAI future It - End Zone - End Zone - End Zone- 12194.0 25/1/1 NA NA N UP 1.250 OF Resolved From Plane 2 p WPD t future It - End Zone - End Zone - End Zone- 6926.23 25/l/I NA NA N UP 0.710 OF Resolved From Plane 2 p WPA2 future It - End Zone - End Zone - End Zone- 8682.18 25/1/1 NA NA N UP 0.890 OF Resolved From Plane 2 p WPD2 future It - End Zone - End Zone - End Zone- 3414.3 25/1/1 NA NA N UP 0.350 OF Resolved From Plane 2 p WPB1 future It - End Zone - End Zone - End Zone- 8487.0 25/l/1 NA NA N UP 0.870 OF Resolved From Plane 2 p WPCI future It - End Zone - End Zone - End Zone- 5365.3 25/1/1 NA NA N UP 0.550 OF Resolved From Plane 2 p WP82 future It - End Zone - End Zone - End Zone- 4975.18 25/1/1 NA NA N UP 0.510 OF Resolved From Plane 2 p WPC2 future It - End Zone - End Zone - End Zone- 1853.5 25/l/I NA NA N UP 0.190 OF Resolved From Plane 2 p W 1> future It - End Zone - End Zone ->Resolved From 8801.1 25/l/I NA NA N UP 0.870 OF Plane 2 p <W 1 future It - End Zone - End Zone ->Resolved From 5563.91 25/l/I NA NA N UP 0.550 OF Plane 2 p W2> future It - End Zone - End Zone ->Resolved From 5159.2 25/1/1 NA NA N UP 0.510 OF Plane 2 p <W2 future It - End Zone - End Zone ->Resolved From 1922.08 25/1/1 NA NA N UP 0.190 OF Plane 2 p WPAI future It - End Zone - End Zone ->Resolved From 12645.2 25/1/1 NA NA N UP 1.250 OF' Plane 2 p WPDI future It - End Zone - End Zone ->Resolved From 7182.5 25/l/l NA NA N UP 0.710 OF Plane 2 p WPA2 future It - End Zone - End Zone ->Resolved From 9003.42 25/l/I NA NA N UP 0.890 OF Plane 2 p WPD2 future It - End Zone - End Zone ->Resolved From 3540.6 25/l/I NA NA N UP 0.350 OF Plane 2 p WPB1 future It - End Zone - End Zone ->Resolved From 8801.1 25/1/1 NA NA N UP 0.870 OF Plane 2 p WPCI future It - End Zone- End Zone ->Resolved From 5563.91 25/1/1 NA NA N UP 0.550 OF Plane 2 p WP82 future It - End Zone - End Zone ->Resolved From 5159.2 25/l/i NA N N UP 0.510 OF Plane 2 p WPC2 future It - End Zone - End Zone ->Resolved From 1922.08 25/l/I NA N N UP 0.190 OF Plane 3 1 p I CG 6" Pipe -Resolved From Plane 1 -848.0 9/8/0 NA N N I DOWN 1 1.0001 OF File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM h)&. Page: 14 of 6 W 0 LX 0 0 CN File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 15 of User Deflned Frame Point Loads for Cre.t cePttnn• a Side Units Type Description Mal Loc I Offset H or V Supp. Dir. Coef. Loc. 2 p WI> future It - End Zone - End Zone ->Resolved From 2623.38 25/1/1 NA NA N UP 0.870 OF N DOWN 1.000 OF Plane 2 p <W1 future It - End Zone - End Zone ->Resolved From 1658.4 25/l/I NA N • N UP 0.550 OF Plane - 2 p W2> future It - End Zone - End Zone ->Resolved From 1537.85 25/l/I NA NA N UP 0.510 OF Plane 2 p <W2 future It - End Zone - End Zone ->Resolved From 572.9 25/1/1 NA NA N UP 0.190 OF Plane 2 'p WPAI future It - End Zone - End Zone ->Resolved From 3769.23 25/1/1 NA NA N UP 1.250 OF Plane 2 p WPDI future It - End Zone - End Zone ->Resolved From 2140.9 25/l/I NA N'A N UP 0.710 Or Plane 2 p WPA2 future It - End Zone - End Zone -Resolved From 2683.6 25/1/1 NA NA N UP 0.890 06 Plane 2 p WPD2 future It - End Zone - End Zone ->Resolved From 1055.38 25/1/1 NA NA N UP 0.350 OF Plane 2 p WPB1 future It - End Zone - End Zone ->Resolved From 2623.38 25/l/I NA NA N UP 0.870 OF. Plane 2 p WPC future It - End Zone - End Zone ->Resolved From 1658.4 25/l/I NA NA N • UP 0.550 OF Plane 2 p WPB2 future It - End Zone - End Zone ->Resolved From 1537.85 25/1/1 NA NA N UP 0.510 OF Plane 2 p WPC2 future It - End Zone - End Zone ->Resolved From 572.9 25/1/1 N N N UP 0.190 OF Plane 3 CG 6" Pipe -Resolved From Plane 506.4 9/8/ N N N DOWN 1.000 OF User Deflned Frame Line Loads for Cross Section: 3 Side I Units I Type I Description Malti I Locl I Mag2 I Loc2 I Supp. I Dir. Coef.Loa 2 p1f CG 6" Pipe ->Resolved From Plane 28.31 0/0/ -28.31 25/1/1 N DOWN 1.000 OF 3 If CG 6" Pipe -Resolved From Plane -28.31 0/0/ -28.31 9/8/ N DOWN 1.000 OF B O p File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date: 5/ 23/ 2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 16 of 6g User Defined Frame Point Loads for Cross Section: 4 Side I Units I Type I Description Mag I Loc 1 I Offset I H or V I Supp. Dir. I Coef. Loc. 3 1 p I CG 6" Pi e ->Resolved From Plane 1 -5.5 9/8/0 NAI NA4 N DOWN 1 1.000 1 OF I Ica. n.frnnd Fro— 1 inn I nod. fn. f'..... Q-61— d Side I Units t Type I Description Ma I I Loci I Mag2 I Loc2 I Supp.1 Dir. Coef. Loc. 2 3 1 plf If I CG CG 6" Pipe ->Resolved From Plane3.6 6" Pi e ->Resolved From Plane -3.6 0/0/ 0/0/ -3.6 -3.6 25/1/11 9/8/ N DOWN 1.000 N DOWN 1.000 OF OF B O O 1 x Ab File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. E3 0 MI M) M Date: 5/23/2012 12-8017 Calculations Package 099121) Time: 02:50 PM Page: 17 of H <•> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date: 5/Z3/2012 12-8017 Calculations Package (199121) Time: 02:50 PM h &- Page: 18 of U Shape: B Loads and Codes - Shape: B City: Biggs County: Butte Building Code: 2010 CBC Based on Building Code: 2009 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateml Gravity:3.00 psf Collateral Uplift: 0.00 psf State: California Country: United States Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Cold Form: 07AIS1- ASD 3000.00 psi Concrete Frame Weight (assumed for seismic):3.50 psf Side Type Mag Units Shape Applied to Description A D 1.885 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 0.97: Roof: A A D 0.910 psf Entire Pur Covering Weight - 26 Panel Rib: Roof A Roof Live Load Roof Live Load: 20.00 psf Reducible Wind Load Wind Speed: 85.00 mph Gust Factor. 1.0000 Wind Enclosure: Enclosed Wind Importance Factor. 1.000 Height Used: 24/4/0 (Type: Eave) Least Horiz. Dimension: 209/8/0 Base Elevation: 0/0/0 Primary Zone Strip Width: 19/5/10 NOT Windbome Debris Region Velocity Pressure: (qz) 18.50 psf Parts / Portions Zone Strip Width: 9/8/13 Topographic Factor. 1.0000 qz= 0.00256' (1.00)' (85.00r2 • (1.00) Directionality Factor. 0.8500 The'Low Rise Method is Used Wind Exposure (Factor): C (0.940) Basic Wind Pressure: 14.78 psf Snow Load Ground Snow Load: 0.00 psf Snow Exposure Category (Factor): 1 Fully Exposed (0.90) Flat Roof Snow: 0.00 psf Thermal Category (Factor): Heated (1.00) Design Snow (Sloped): 0.00 psf Unobstructed, Slippery Roof Snow Accumulation Factor. 1.000 Rain Surcharge: 0.00 Snow Importance: 1.000 Slope Reduction: 1.00 Ground / Roof Conversion: 0.70 Slope Used: 4.764 ( 1.000:12 ) Seismic Load Mapped Spectral Response - Ss:53.60 %g % Snow Used in Seismic: 0.00 Mapped Spectral Response - S 1:22.40 %g Seismic Snow Load: 0.00 psf Seismic Design Category: D Frame Redundancy Factor. 1.3000 Seismic Importance: 1.000 Brace Redundancy Factor 1.3000 Frame Seismic Factor (Cs): 0.1400x W Soil Pro61e Type: Stiff soil (D, 4) Brace Seismic Factor (Cs): 0.1508x W Diaphragm Condition: Flexible Framing R -Factor. 3.5000 Framing Fundamental Period: 0.4036 Bracing R -Factor. 3.2500 Bracing Fundamental Period: 0.2440 Fundamental Period Height Used: 28/1/0 Design Spectral Response - Sds: 0.4900 Design Spectral Response - Sd1: 0.2915 Side Type Mag Units Shape Applied to Description 1 E 0.248 psf Spec Fnn Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.86: Wall: 1 I E 0.268 psf Spec Bra Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.86: Wall: l I E 0.348 psf Spec Grt Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.86: Wall: I 1 E 11.479 psf Rect Frm Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: I I E 12.362 psf Rect Brc Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: 1 1 E 16.071 psf Rect Gri Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: l 3 E 0.248 psf Spec Fret Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.86: Wall: 3 3 E 0.268 psf Spec Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.86: Wall: 3 3 E 0.348 psf Spec Grt Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.86: Wall: 3 3 E 11.479 psf Rect Fnn Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: 3 3 E 12.362 psf Rect Bre Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: 3 File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 19 of (0.'6 3 E 16.071 psf Rect Grt 4 E 0.312 psf Rect Fnn 4 E 0.335 psf Rect Brc A E 0.500 k Point Pur A E 0.500 k Point Pur A E 0.500 k Point Pur A E 0.500 k Point Pur A E 0.500 k Point Pur A E 0.500 k Point Pur A E 0.500 k Point Pur A E 0.500 k Point Pur A E 1.174 psf Entire Fnn A E 1.264 psf Entire Brc A E 4.480 plf Line Fnn A E 4.824 plf Line Brc Seismic: Covering Weight - 82.00 NBVP - Tilt Wall: Wall: 3 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.32 : Wall: 4 Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.32: Wall: 4 Kicker Force - Interior Area - Interior Area Kicker Force - Interior Area - Interior Area - Interior Area Kicker Force - Interior Area - Interior Area Kicker Force - Interior Area - Interior Area Kicker Force - Interior Area - Interior Area Kicker Force - Interior Area - Interior Area - Interior Area Kicker Force - Interior Area - Interior Area Kicker Force - Interior Area - Interior Area Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.97 + (Includes 3.000 Collateral 3.500 Frame Weight) : Roof: A Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.97 + (Includes 3.000 Collateral 3.500 Frame Weight) : Roof. A Seismic Effect From 6" Pipe: Roof: A Seismic Effect From 6" Pipe: Roof: A Deflection Conditions Frames are vertically supporting: Metal Roof Purlins and Panels Frames are laterally supporting: Precast Concrete Wall Purlins are supporting: Metal Roof Panels Girts are supporting: Precast Concrete Wall File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. User 1.000 0.700 E> 0.70 E> 2 User 1.000 0.700 <E 0.70 <E 3 User 1.000 0.600 D 0.60 D 4 User 1.000 0.600 CU 0.60 CU 5 User 1.000 0.700 EG- 0.7 EG-. 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 7 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 8 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 9 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 10 System 1.000 1.0 D + 1.0 CG + 1.0 PI -2 D + CG + P12(Spans I and 2) 11 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 12 System 1.000 1.0 D+ 1.0 CG+ 1.0 WI> D+CG+ WI> 13 System 1.000 1.0 D + 1.0 CG + 1.0 <W1 D + CG + <W1 14 System 1.000 1.0 D + 1.0 CG + 1.0 W2> D + CG + W2> 15 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 16 System 1.000 0.600 D + 0.600 CU + 1.0 W I> D + CU + WI> 17 System 1.000 0.600 D + 0.600 CU + 1.0 <W I D + CU + <W I 18 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 19 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 20 System 1.000 1.0 D+ 1.0 CG+0.750 L+0.750 WI> D+CG+ L+ WI> 21 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W I D + CG + L + <W I 22 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> D + CG + L + W2> 23 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 24 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ D + CG + E> + EG+ 25 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EG+ 26 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- D + CU + E> + EG - 27 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- D + CU + <E + EG - 28 Special 1.000 1.0 D + 1.0 CG + 1.750 E> + 0.700 EG+ D + CG + p + EG+ 29 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ D + CG + <E + EG+ 30 Special 1.000 0.600 D + 0.600 CU + 1.750 E> + 0.700 EG- D + CU + E> + EG - 31 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- D + CU + <E + EG - 32 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 E> + 0.700 EG+ D + CG + E> + EG+ 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 <E + 0.700 EG+ D + CG + <E + EG+ 34 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 E> + 0.700 EG- D + CU + E> + EG - 35 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- D + CU + <E + EG - 36 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA I D + CG + WPA 1 37 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA I D + CU + WPA I 38 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L+0.750 WPAI D+CG+L+ WPAI 39 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPDI D+CG+ WPDI File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 20 of 0 40 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPDI D+CU+ WPDI 41 System Derived 1.000 I.0D+I.0CG+0.750L+0.750WPDI D+CG+L+WPDI 42 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 43 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 44 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 45 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 46 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 47 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 D + CG + L + WPD2 48 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPBI D+CG+ WPBI 49 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB l D + CU + WPB I 50 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L+0.750 WPBI D+CG+L+ WPBI 51 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC I D + CG + WPC I 52 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC I D + CU + WPC l 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC I D + CG + L + WPC 1 54 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WP132 D + CG + WPB2 55 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WP132 56 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 57 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 58 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 59 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 60 User Derived 1.000 0.210 d + 0.700 EB> E> + EB> 61 User Derived 1.000 0.700 F> + 0.210 EB> 0.70 b: E> + EB> 62 User Derived 1.000 0.210 <E + 0.700 EB> <E + EB> 63 User Derived 1.000 0.700 <E + 0.210 EB> 0.70 <E: <E + EB> 64 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D + CG + E> + EG+ + EB> 65 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> D + CG + <E + EG+ + EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 68 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D + CU + d + EG- + EB> 69 System Derived 1.000 0.600 D + 0.600 CU + 0.910 d + 0.700 EG- + 0.273 EB> D + CU + E> + EG- + EB> 70 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0:700 EG- + 0.910 EB> D + CU + <E + EG- + EB> 71 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E.+ 0.700 EG- + 0.273 EB> D + CU + <E + EG- + EB> 72 Special 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ D + CG + EB> + EG+ 73 Special 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- D + CU + EB> + EG - 74 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 EB> + 0.700 EG+ D + CG + EB> + EG+ 75 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 EB> + 0.700 EG- D + CU + EB> + EG - 76 User Derived 1.000 0.210 E> + 0.700 <EB E> + <EB 77 User Derived 1.000 0.700 E> + 0.210 <EB 0.70 E7: E> + <EB 78 User Derived 1.000 0.210 <E + 0.700 <EB <E + <EB 79 User Derived 1.000 0.700 <E + 0.210 <EB 0.70 <E: <E + <EB 80 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB D + CG + E> + EG+ + <EB 81 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 82 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <13 D + CG + <E + EG+ + <13 83 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <13 D + CG + <E + EG+ + <13 84 System Derived 1.000 0.600 D + 0.600 CU + 0.273 &- + 0.700 EG- + 0.910 <ED D + CU + E> + EG- + <13 85 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <13 D + CU + F> + EG- + <EB 86 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D + CU + <E + EG- + <13 87 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D + CU + <E + EG- + <EB 88 Special 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ D + CG + <EB + EG+ 89 Special 1.000 0.600 D + 0.600 CU + 1.750 <13 + 0.700 EG- D + CU + <13 + EG - 90 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 <13 + 0.700 EG+ D + CG + <EB + EG+ 91 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 <EB + 0.700 EG- D + CU + <EB _+ EG - Design Load Combinations - Bracing No. Ori in Factor Application Description I System 1.000 1.0 D+ 1.0 WPAI D+ WPAI 2 System 1.000 1.0 D+ 1.0 WPDI D+ WPDI 3 System 1.000 1.0 D + 1.0 WPA2 D + WPA2 4 System 1.000 1.0 D + 1.0 WPD2 D + WPD2 5 System 1.000 1.0 D+ 1.0 WPBI D+ WPBI 6 System 1.000 1.0 D+ 1.0 WPC D+ WPC! 7 System 1.000 1.0 D+ 1.0 WPB2 D+ WP82 8 System 1.000 1.0 D+ 1.0 WPC2 D+ WPC2 9 System 1.000 1.0 D+ 0.700 E> D+ D- 10 10 System 1.000 1.0 D + 0.700 <E D + <E File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 21 of bW I I System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA I D + CG + WPA i 12 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPDI D+CG+ WPDI 13 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 14 System Derived 1.000 1.0 D + 1.0 CG +.1.0 WPD2 D + CG + WPD2 15 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPB D+CG+ WPBI 16 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC i D + CG + WPC 1 17 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 18 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 19 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA l D + CU + WPA I 20 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI D + CU + WPDI 21 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 22 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 23 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB I D + CU + WPB I 24 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC I D + CU + WPC 1 25 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 26 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 27 System Derived 1.000 1.0 D + 1.0 CG + 0.700 E> + 0.700 EG+ D + CG + E> + EG+ 28 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <E + 0.700 EG+ D + CG + <E + EG+ 29 System Derived 1.000 0.600 D + 0.600 CG + 0.700 E> + 0.700 EG- D + CG + E> + EG - 30 1 System Derived 1 1.000 10.600 D + 0.600 CG + 0.700 <E + 0.700 EG- ID + CG + <E + EG- 20 Desien Load Combinations - Purlin No. Origin Factor Application Description Application System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 W1> D+CG+ Wl> 3 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 4 System 1.000 0.600 D+0.600 CU+ 1.0 WI> D+CU+WI> 5 System 1.000 0.600 D+ 0.600 CU+1.0<W2 D+CU+<W2 6 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W 1> D + CG + L + W1> 7 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 D + CG + L + <W2 8 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA I D + CG + WPA I 9 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA 1 D + CU + WPA 1 10 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA 1 D + CG + L + WPA I I I System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPDI D+CG+ WPDI 12 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI D + CU + WPDI 13 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L+0.750 WPDI D+CG+ L+ WPDI 14 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 15 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 16 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 D + CG + L + WPA2 17 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 18 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 19 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L+0.750 WPD2 D+CG+ L+ WPD2 20 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPBI D+CG+ WPBI 21 System Derived 1.000 0.600 D+ 0.600 CU + 1.0 WPB D+ CU + WPB1 22 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L+0.750 WPBI D+CG+L+ WPBI 23 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC I D + CG +WPC 1 24 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC I D + CU + WPC 1 25 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC 1 D + CG + L + WPC 1 26 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 27 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 28 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 D + CG + L + WPB2 29 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 30 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 31 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 32 System Derived 1.000 1.0 D + 1.0 CG + 0.700 EB> + 0.700 EG+ D + CG + EB> + EG+ 33 System Derived 1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EG- D + CU + EB> + EG - 34 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <EB + 0.700 EG+ D + CG + <EB + EG+ 35 1 System Derived 1 1.000 10.600 D + 0.600 CU + 0.700 <EB + 0.700 EG- D + CU + <EB + EG - Design Load Combinations - Girt No. Origin Factor Application Descri tion I System 1.000 1.0 W1> W 1> 2 System 1.000 1.0 <W2 <W2 3 System 1.000 0.700 E> E> 4 System 1.000 0.700 <E er File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 22 of 6g notion Lead Cnmhinntinna. Rnnf. Penal No. Origin Factor Application Description lwl> I<W2 System 1.000 1.0 D + 1.0 L D + L 2 System 1.000 1.0 D + 1.0 <W2 D + <W2 ID 3 System 1.000 0.600 D+ 1.0 W I> + W1> nation 1 nod r-hinatinna - Wall - Ponal No. Origin Factor I Application Description t System 11.000 2 System 1.000 1.0 W I> 11.0<W2 lwl> I<W2 Deflection Load Combinations - Framino No. Origin Factor Def H Def V Application Description I User 1.000 50 0 1.200 E> + 1.200 EG- E> + EG - 2 User 1.000 50 0 1.200 <E + 1.200 EG- <E + EG - 3 User 1.000 50 0 1.200 EB> EB> 4 User 1.000 50 0 1.200 <EB <EB 5 System 1.000 0 180 0.700 W I> w1> 6 System 1.000 0 180 0.700 <W1 <W1 7 System 1.000 0 180 0.700 W2> W2> 8 System 1.000 0 180 0.700 <W2 <W2 9 System Derived 1.000 0 180 0.700 WPAI WPAI 10 System Derived 1.000 0 180 0.700 WPDI WPAI 1 I System Derived 1.000 0 180 0.700 WPA2 WPA2 12 System Derived 1.000 0 180 0.700 WPD2 WPD2 13 System Derived 1.000 0 180 0.700 WPB WPBI 14 System Derived 1.000 0 180 0.700 WPC WPC1 15 System Derived 1.000 0 180 0.700 WPB2 WPB2 16 System Derived 1.000 0 180 0.700 WPC2 WPC2 17 System 1.000 0 180 1.0 L L 18 System 1.000 100 0 0.700 W1> W 1> 19 System 1.000 100 0 0.700 <W1 <WI 20 System 1.000 100 0 0.700 W2> W2> 21 System 1.000 100 0 0.700 <W2 <W2 22 System Derived 1.000 100 0 0.700 WPAI WPAI 23 System Derived 1.000 100 0 0.700 WPDI WPDI 24 System Derived 1.000 100 0 0.700 WPA2 WPA2 25 System Derived 1.000 100 0 0.700 WPD2 WPD2 26 System Derived 1.000 100 0 0.700 WPBI WPBI 27 System Derived 1.000 100 0 0.700 WPC WPCI 28 System Derived 1.000 100 0 0.700 WPB2 WPB2 29 1 System Derived 1 1.000 1 100 1 0 10.700 WPC2 JWPC2 nana..tinn 1 nad rnn.6lnotia... _ P -n.. No. Oriin Factor Deflection Application Description 1 System 1.000 150 1.0 L L 2 System 1.000 180 0.700 WI> WI> 3 System 1.000 180 0.700 <W2 <W2 natlaetrnn'r nad rnn.6lwatrn... _ r -3 - No. Origin Factor Deflection Application Description 1 System 1.000 240 0.700 WI> WI> 2 System 1.000 240 0.700 <W2 <W2 3 System 1.000 240 0.500 17 E> 4 System 1.000 240 0.500 <E <E Deflection Load Combinations - Roof - Panel Factor 700 ;er Applied Surface Loads Local Coordinate System) Side I Shape I Units I Type I Description Mag I X -Loc I Y -Loc I Frm I Brc I Grt I Pur I Pnl JSul)vj Dir. I Loc. File: 4515 Sunwest rev -I Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 23 of 69 A _ PT k W Kicker Force - Interior Area - 2.0 12/1/ -66/6/11 N N N Y N N RIGHT OF' Interior Area A PT k W Kicker Force - Interior Area - 2.0 12/1/ -61/6/11 N N N Y N N RIGHT OF' Interior Area - Interior Area A PT k W Kicker Force - Interior Area - 2.00 119/10 -66/6/11 N N N Y N N LEFT OF Interior Area A PT k W Kicker Force - Interior Area - 2.00 119/10 -61/6/11 N N N Y N N LEFT OF Interior Area . A PT k W Kicker Forte - Interior Area - 2.0 12/1/ -66/6/11 N N N Y N N OUT OF Interior Area A PT k W Kicker Force - Interior Area - 2.0 12/1/ -61/6/11 N N N Y N N OUT OF Interior Area - Interior Area A PT k W Kicker Force - Interior Area - 2.00 119/10 -66/6/11 N N N Y N N OUT OF Interior Area A PT k W Kicker Force -Interior Area- 2.00 119/10 -61/6/11 N N N Y N N OUT OF Interior Area A PT k E Kicker Force- Interior Area - 0.5 12/1/ -66/6/11 N N N Y N N RIGHT OF Interior Area A PT k E Kicker Force - Interior Area - 0.5 12/1/ -61/6/11 N N N Y N N RIGHT OF Interior Area - Interior Area A PT k E Kicker Force - Interior Area - 0.50 119/10 -66/6/11 N N N Y N N LEFT OF Interior Area A PT k E Kicker Force - Interior Area - 0.50 119/10 -61/6/11 N N N Y N N LEFT OF Interior Area A PT k E Kicker Force - Interior Area - 0.5 12/1/ -66/6/11 N N N Y N N OUT OF Interior Area A PT k E Kicker Force - Interior Area - 0.5 12/1/ -61/6/11 N N N Y N N OUT OF Interior Area - Interior Area A PT. k E Kicker Force - Interior Area - 0.50 119/10 -66/6/11 N N N Y N N OUT OF Interior Area A PT k E Kicker Force - Interior Area - 0.5 119/l0 -61/6/11 N N N Y N N OUT OF Interior Area A LN pif CG 6" Pipe 32.0 2/0/ 0/0/0 Y Y N Y N N IN OF A LN I pIf I CG 6" Pipe 32.0 2/0/ -10/9/0 Y Y N Y N N IN OF r File: 4515 Sunwest rev -1 - Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. h &- 12-8017 Calculations Package (199121) User Defined Frame Line Loads for Cross Section: 3 Date: 5/23/2012 Time: 02:50 PM Page: 24 of 6 Y Side Units Type Description Magi I Loci I Mag2 I Loc2 I Supp. Dir. Coef. Loc. 2 2 1 Of I pif CG CG 6" Pipe ->Resolved From Plane 6" Pi ->Resolved From Plane 30.7 -28.31 0/0/ 0/0/ -30.7 -28.31 10/9/1 0/0/ N N DOWN DOWN 1.000 1.000 OF OF File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. r %/;7 Date: 5/23/2012 l 12-8017 Calculations Package (199121) Time: 02:50 PM l Page: 25 of G $ near naiinnd Frame I Inn 1 ..oda f. r...ee Ce..N..... A Side Units Type Descri tionMa I Locl Ma Loc2 Supp. Dir. Coef. Loc'. 2 2 1 plf If CG CG 6" Pipe ->Resolved From Plane1.23 6" Pi e ->Resolved From Plane -3.6 0/0/ 0/0/ -1.23 -3.6 10/9/ 0/0/ N N DOWN DOWN 1.000 1.000 OFj; OF F File: 4515 Sunwest rev -I Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Lx am_n• F File: 4515 Sunwest rev -I Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM -h Page: 26 of &; <'> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building suppliers engineer. - ¢',�"' ..�s> .... �.^u".,.,+4:.. ,`]{.�'.�..c.... ... ��.:+.7.s Y'..o.-.si:v:••,G,,. ..w21.�:1,n..a'h-:A,..P•.:s �.,.w t.,,.a5.sv4..e� si.f.,:M4r•�ii4n'@vY�S.��„i2.v�. .�.k�Ali. _k:1i.�4 �„'X �:«,`,�.y�� nl'�xYw I '. ro t�kW� F',N .S. File: 4515 Sunwest rev -I Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 27 of G ��t�-0 � N �. nS.rs '""''^ _^� Yr ✓1 r'. "Yw i u .S,ro. u h.r'-yyr �«��. 7 W -x "> r ... b. ._. .... ....... _... M.�.. _�... ,. .._. .. .. .. ,. �'0:_ ..., �.._,..,....�..v.M.:f.rf..32a��R_r",_-..h°�i.:A'.i;Y+.r.... ...na..r,,.b(F.<uhd,...cr .v,va s.S:E�;7'4..'.:J.v.,.y.. �i x%er✓.Ji,{....rirr ^'%�'!'Y.. ..aii6'i:� Shape: A Builder Contact: Gary Graves Project: Sunwest Name: BCM Construction Company, Inc Builder PO #: Address: 2990 Hwy 32, Jobsite: 507 BANNOCK ST. Ste 100 City, State Zip: Chico, California 95973 City, State Zip: Biggs, California 95917 Country: United States County, Country: Butte, United States Loads and Codes - Shape: A City: Biggs County: Butte State: California Country: United States Building Code: 2010 CBC Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2009 International Building Code Cold Form: 07AIS1- ASD 3000.00 psi Concrete Building Use: Standard Occupancy Structure Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):3.50 psf Wind Load Wind Speed: 85.00 mph The'Low Rise' Method is Used Wind Exposure (Factor): C(0.995) Parts Wind Exposure Factor. 0.995 Wind Enclosure: Enclosed Wind Importance Factor. 1.000 Topographic Factor. 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 25/5/10 Parts / Portions Zone Strip Width: 12/8/13 Basic Wind Pressure: 15.64 psf Snow Load Ground Snow Load: 0.00 psf Flat Roof Snow: 0.00 psf Design Snow (Sloped): 0.00 psf Snow Exposure Category (Factor): I Fully (0.90) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground / Roof Conversion: 0.70 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Seismic Load Mapped Spectral Response - Ss:53.60 %g Mapped Spectral Response - S 1:22.40 %g Seismic Design Category: D Exposed Seismic Importance: 1.000 Seismic Design Category: D Framing Fundamental Period: 0.4036 Bracing Fundamental Period: 0.2440 Framing R -Factor. 3.5000 Bracing R -Factor. 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor. 1.3000 Brace Redundancy Factor. 1.3000 Frame Seismic Factor (Cs): 0.1400 x W Brace Seismic Factor (Cs): 0.1508 x W Design Spectral Response- Sd1: 0.2915 Design Spectral Response - Sds: 0.4900 File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 28 of �g Overall Bulldine Descriotlon Shape Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Peak Width Length (sq. ft. (sq. ft. (sq. ft. Height Height 2 Pitch Pitch Height A 140/0/0 209/8/0 29353 20119 29455 31/10/0 24/4/0 1.000:12 1.000:12 33/11/0 B 90/0/0 132/0/0 11880 8267 11921 31/10/0 24/4/0 -1.000:12 Total For All ShaM 41233 28386 41376 Overall •3 R1 '0i Aj NO <'> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM Page: 2q of(�$ Wall: 4, Frame at: 1/0/0 Frame ID:Post & Beam Frame Type:Post & Beam Values shown are resisting fomes of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvoe at Frame Cross Section: t Type Exterior Column Interior Column Interior Column Interior Column Interior Column X -Loc 0/0/0 23/4/0 46/8/0 70/0/0 93/4/0 Grid -Grid2 I -C I -D I -E I -F l -G Base Plate W x L (in.) 8X16 8X13 9X13 9X13 9X13 Base Plate Thickness (in.) 0.375 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 4-0.750 4-0.750 Column Base Elev. 99'-2" 99'-2" 99'-2" . 99'-2" 99'-2" Load T Load Description Desc. Hx Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz V E> Seismic Load, Frm -2.2 0.1 3.7 0.2 3.6 0.0 - 3.5 3.3 - Right <E Seismic Load, Left Frm. 2.2 -0.I - -3.7 -0.2 - -3.6 -0.0 - -3.5 -3.3 - D Material Dead Frm - 3.3 - - 1.8 - 1.8 - - 1.5 - - 1.5 Weight CU Collateral Load for Frm - - - - Wind Cases EG- Vertical Seismic Frm -0.5 - -0.3 - -0.3 - - -0.3 - -0.3 Effect, Subtractive CG Collateral Load for Frm 2.4 - 1.3 - - 1.3 - - 0.9 1.0 Gravity Cases L> Live - Notional Fnn 14.4 - 5.9 - - 6.0 - - 5.9 - 5.8 Right <L Live - Notional Left Frm 14.4 - - 5.9 - 6.0 - - 5.9 - 5.8 ASL^ Alternate Span Live Frm -0.4 - 3.5 - - 3.0 - - 2.8 3.0 Load, Shifted Right ^ASL Alternate Span Live Fri 3.0 3.0 - 2.9 - - 3.1 - - 2.8 Load, Shifted Left WI> Wind Load, Case 1, Frrn -1.5 -18.8 5.2 -5.8 5.0 -3.5 - 4.6 -3.9 - 4.3 -3.7 Right <WI Wind Load, Case 1, Frtn 2.1 -10.7 4.7 -5.0 4.5 -6.8 - 4.2 -6.6 - -3.9 -6.5 Left W2> Wind Load, Case 2, Frm -2.7 -13.2 - -4.0 - -1.6 - - -1.9 - - -1.8 Right <W2 Wind.Load, Case 2, Frtn 0.8' -5.2 - - -3.2 - 4.9 - - -4.7 - - -4.6 Left L Roof Live Load Fret - 14.4 - 5.9 - 6.0 - - 5.9 - - 5.8 EG+ Vertical Seismic Frm - 0.5 - 0.3 - 0.3 - - 0.3 - - 0.3 Effect, Additive WPAI Wind Parallel - Ref Brc 2.1 -19.1 - -5.8 - -4.4 - - -4.7 -3.1 - -8.1 A, Case I File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inca Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM Page: 2,,O of.6$ Type Interior Column Exterior Column WPDI Wind Parallel - Ref Bnr 2.1 -10.9 Base Plate W x L (in.) 9 X 13 8 X 11 -3.3 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 -2.8 Column Base Elev. 99'-2" 99'-2" -3.0 - - 1.2 I Vy Hx V D, Case E> Seismic Load, Frm 3.2 -1.9 -0.2 - Right <E Seismic Load, Left WPA2 Wind Parallel - Ref Brc 0.9 -13.6 D Material Dead -4.0 - 1.6 - -2.5 - -2.8 -3.4 -6.6 A, Case 2 Collateral Load for Frrn Wind Cases EG- Vertical Seismic Frm WPD2 Wind Parallel - Ref Brc 0.9 -5.4 Effect, Subtractive -1.5 -0.9 - Collateral Load for -1.0 - - 2.7 D, Case 2 U Live - Notional Frm - - 6.5 - 2.5 - - Right WPBI Wind Parallel - Ref Brc 2.1 -13.3 Frm - -4.5 - -0.6 Alternate Span Live Fnn -4.7 -3.1 - -8.0 Load, Shifted Right B, Case l ^ASL Alternate Span Live Frm - 3.4 - -0.3 - Load, Shifted Left WPCI Wind Parallel - Ref Bro 2.1 -8.5 4.0 -4.2 -1.6 -2.7 -2.9 - - -3.0 - - 1.3 Wind Load, Case 1, Frrn - C, Case -7.3 1.1 -2.7 - - _ Left W2> Wind Load, Case 2, Frm - - -2.0 -0.6 -0.8 - - - WPB2 Wind Parallel - Ref Brc 0.9 -7.8 -2.7 <W2 Wind Load, Case 2, -2.7 - - -2.8 -3.4 - -6.4 B, Case 2 L Roof Live Load Frm - - 6.5 - 2.5 - - _ EG+ Vertical Seismic Frm - - 0.3 - 0.1 - - _ WPC2 Wind Parallel - Ref Bao 0.9 -2.9 - -0.9 - Brc - -1.0 - - -1.0 - - 2.8 C, Case 2 WPDI Wind Parallel - Ref Brc 3.3 - -7.3 -1.6 -1.4 - - _ D, Case I WPA2 EB> Seismic Brace Bac - - - - - - - - - -6.2 - -7.2 -4.8 -0.7 -0.5 - - Reaction, Right D, Case 2 WPBI Wind Parallel - Ref Bao - - -2.9 -1.6 -3.0 B, Case I <EB Seismic Brace Brc - File: 4515 Sunwest rev -1 Version: 2012.2b - - 0.0 - - 7.7 Reaction, Left Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc Type Interior Column Exterior Column X -Loc 116/8/0 140/0/0 Gridl -Grid2 I -H I -J Base Plate W x L (in.) 9 X 13 8 X 11 Base Plate Thickness (in.) 0.375 0.375. Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 99'-2" 99'-2" Load Typ Load Description Desc. Hx Hz I Vy Hx V E> Seismic Load, Frm 3.2 -1.9 -0.2 - Right <E Seismic Load, Left Frm - -3.2 - 1.9 0.2 - - D Material Dead Frm - - 1.6 - 0.8 - Weight CU Collateral Load for Frrn Wind Cases EG- Vertical Seismic Frm - -0.3 -0.I - Effect, Subtractive CG Collateral Load for Frm - - 1.1 0.4 - Gravity Cases U Live - Notional Frm - - 6.5 - 2.5 - - Right <L Live - Notional Left Frm - 6.5 2.5 - ASL^ Alternate Span Live Fnn - 3.1 - 2.8 - Load, Shifted Right ^ASL Alternate Span Live Frm - 3.4 - -0.3 - Load, Shifted Left W 1> Wind Load, Case I, Frm 4.0 -4.2 -1.6 -1.7 - Right <WI Wind Load, Case 1, Frrn - -3.6 -7.3 1.1 -2.7 - - _ Left W2> Wind Load, Case 2, Frm - - -2.0 -0.6 -0.8 - - - Right <W2 Wind Load, Case 2, Frm - - -5.2 2.0 -1.8 - - _ Left L Roof Live Load Frm - - 6.5 - 2.5 - - _ EG+ Vertical Seismic Frm - - 0.3 - 0.1 - - _ Effect, Additive WPAI Wind Parallel - Ref Brc - - -1.5 -1.6 -2.1 - - _ A, Case I WPDI Wind Parallel - Ref Brc 3.3 - -7.3 -1.6 -1.4 - - _ D, Case I WPA2 Wind Parallel - Ref Brc - - 1.0 -0.7 -1.2 - - _ A, Case 2 WPD2 Wind Parallel - Ref Bro 3.0 - -4.8 -0.7 -0.5 - - D, Case 2 WPBI Wind Parallel - Ref Bao - - -2.9 -1.6 -3.0 B, Case I File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM Page: 31 of b $ Grid WPCI Wind Parallel - Ref Brc 3.3 - -7.9 -1.6 -1.8 - Load Case _ Load Case Mom cw (-Mzz) in -k C, Case I Mom ccw (Mzz) in -k Load Case 0/0/0 I -C 2.7 17 2.1 39 - Description WP62 Wind Parallel - Ref Bre - 20.2 -0.4 -0.7 -2.1 - - 23/4/0 I -D - B, Case 2 - - 4.7 16 5.2 15 4.8 40 9.1 6 WPC2 Wind Parallel - Ref Bra 3.0 46/8/0 -5.4 -0.7 -0.9 - 9.1 4.5 16 5.0 C, Case 2 5.7 20 9.1 6 - 8 - - 70/0/0 l -F EB> Seismic Brace Bre - 4.2 7.2 - - 5.7 20 8.4 6 - Reaction, Right - -2.7 93/4/0 l -G 5.6 67 - - 3.9 16 <EB Seismic Brace Bre 6.2 9.7 -7.7 - - -3.7 _ I -H - Reaction. Left 5.6 81 3.6 16 4.0 15 6.9 55 9.4 Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Anmmnriate. I nad Fnemm must he annliell fnr deli" of fnundatinns X -Loc Grid Hrz left (-Hx) k Load Case Hrz Right (Hx) k Load Case Hrz In (-Hz) k Load Case Hrz Out (Hz) k Load Case Uplift (-Vy) k Load Case Vrt Down (Vy) k Load Case Mom cw (-Mzz) in -k Load Case Mom ccw (Mzz) in -k Load Case 0/0/0 I -C 2.7 17 2.1 39 - Description - yy 17.1 40 20.2 6 - Hx - - 23/4/0 I -D - - - - 4.7 16 5.2 15 4.8 40 9.1 6 - - - k 46/8/0 I -E - - - 9.1 4.5 16 5.0 15 5.7 20 9.1 6 - 8 - - 70/0/0 l -F 6.6 - - 6.1 4.2 16 4.6 15 5.7 20 8.4 6 - -13.0 - -2.7 93/4/0 l -G 5.6 67 - - 3.9 16 4.3 15 7.2 40 9.7 81 - - -3.7 116/8/0 I -H - - 5.6 81 3.6 16 4.0 15 6.9 55 9.4 67 - - 0.5 140/0/01 14 1 1.7 27 1 2.0 1 18 0.6 - - - I - 1 2.6 1 52 1 4.0 1 8 1- -2.2 - - -2.2 Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 1 IJnte• All -t;... I -PA r...')nA -1- t.. -h-1 . .1-;. -;- .1- n:.,v... A....1....:.. KA -h, -A File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. X -Loc 0/0/0 23/4/0 46/8/0 70/0/0 1-H 93/4/0 1-J Ld Grid -Grid2 I -C I -D Hx I -E Cs I -F k k k I -G k LA Description Hx yy Hx Hz I Vy Hx Hz I VY Hx Hz I VY Hx Hz V Cs (application factor not shown k k k k k k k k k k k k k k 6 D+CG+I> - 20.2 - 9.1 20 - 9.1 -6.3 - 8.4 - D+CG+F>+EG+ 8.3 8 D+CG+ASL^- .1.1 - - _ 5.3 - - 6.6 - - 6.1 40 - 5.3 - -1.6 5.5 15 D + CG + WI> -1.5 -13.0 - 5.2 -2.7 55 5.0 -0.4 - 4.6 -1.4 - 4.3 -1.2 16 D + CG + <W1 2.1 4.9 - 4.7 -1.9 4.5 -3.7 - 4.2 -4.1 - -3.9 4.0 17 D + CG + W2> -2.7 -7.5 - - -0.9 - 1.5 - 0.5 - - 0.7 18 D+CG+<W2 0.8 0.6 - - -0.1 - - -1.8 - - -2.2 - - -2.2 20 D + CU + <WI 2.1 -8.7 - 4.7 -4.0 -4.5 . -5.7 -4.2 -5.7 - -3.9 -5.6 27 D + CG + Ej + EG+ -2.0 6.3 - 3.4 3.5 3.3 3.4 3.2 2.7 - 3.0 2.7 39 D + CG + WPA1 2.1 -13.4 - - -2.7 - - -1.3 - -2.2 -3.1 - -5.6 40 D+CU+WPAI 2.1 -17.1 - -4.8 - - -3.3 - -3.8 -3.1 -7.2 52 D + CU + WPBI 2.1 -11.3 - - -3.4 - - -3.5 - - -3.8 -3.1 -7.1 55 D + CU + WPCI 2.1 -6.5 - -1.6 - -1.8 -2.0 - - 2.1 67 D + CG + F> + EG+ + EB> -0.6 6.2 - 1.0 3.4 - 1.0 3.4 1.0 2.7 -5.6 0.9 -3.9 81 D+CG+F>+EG++<EB -0.6 6.2 1.0 3.4 1 1.0 f 3.4 1 1 1.0 1 2.7 1 - 1 0.9 1 9.7 File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. X -Loc 116/8/0 140/0/0 Grid -Grid2 1-H 1-J Ld Description Hx Hz Vy Hx V Cs (application factor not shown) k k k k k 6 D+CG+U - 9.2 3.7 8 D+CG+ASL^ - 5.8 4.0 - 15 D+CG+WI> - 4.0 -1.5 -1.6 -0.5 16 D + CG + <WI - -3.6 -4.6 1.1 -1.5 17 D + CG + W2> - - 0.6 -0.6 0.3 18 D+CG+<W2 - -2.5 2.0 -0.6 - - _ 20 D + CU + <WI -3.6 -6.3 1.1 -2.2 - - _ 27 D+CG+F>+EG+ 2.9 2.9 -1.7 .1.1 - - _ 39 D+CG+ WPAI - 1.2 -1.6 -0.9 - _ _ 40 D+CU+ WPAI -0.6 -1.6 -1.6 - - _ 52 D + CU + WPBI -2.0 -1.6 -2.6 - - 55 D+CU+ WPCI 3.3 0.0 -6.9 -1.6 -1.3 - - _ File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM Page: 32 of 6g 181I D+CG+E>+EG++E B I 5.6 I 0.9 I -4.l I 0.5 I 1.2 I - ASD Design Load Comhlnations - Framina No. Origin Factor Application Description 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 8 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 15 System 1.000 1.0 D + 1.0 CG + 1.0 W I> D + CG + W 1> 16 System 1.000 1.0 D + 1.0 CG + 1.0 <W I D + CG + <W 17 System 1.000 1.0 D + 1.0 CG + 1.0 W2> D + CG + W2> 18 System 1.000 LO D + LO CG + 1.0 <W2 D + CG + <W2 20 System 1.000 0.600 D + 0.600 CU + 1.0 <W I D + CU + <W 27 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ D + CG + E> + EG+ 39 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA I D + CG +WPA I 40 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA I D + CU + WPA I 52 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPB D+CU+ WPBI 55 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC 1 D + CU + WPC I 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 d + 0.700 EG+ + 0.910 EB> D + CG + E> + EG+ + EB> 81 1 System Derived 1 1.000 11.0 D + 1.0 CG + 0:273 d + 0.700 EG+ + 0.910 <EB ID + CG + E> + EG+ + <EB Bract na X -Loc Grid I Description 93/4/0 116/8/0 I -G I -H Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM Page: 33 of 6 8 Wall: 4, Frame at: 28/0/0 Frame ID:CB2 Frame Type:Continuous Beam Q Q j_;==rHx VYVY Hx Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 2 Type Exterior Column Interior Column Exterior Column X -Loc 0/0/0 70/0/0 140/0/0 Grid I - Grid2 2-C 2-F 24 Base Plate W x L (in.) 9 X 13 10 X 17 9 X 13 Base Plate Thickness (in.) 0.500 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-0.750 Column Base Elev. 99'-2" 99'-2" 99'-2" Load Typ Load Descrition Desc. Hx Hz I Vy Hx Vy Hx Hz V E> Seismic Load, Frm -6.2 -1.8 -3.9 -0.6 -7.9 2.6 - Right <E Seismic Load, Left Frm 6.2 1.8 3.9 0.6 7.9 -2.6 - - D Material Dead Frm 0.9 - 7.8 0.1 6.4 -0.9 - 3.2 - - Weight CU Collateral Load for Frm - - - - - - - Wind Cases EG- Vertical Seismic Fnn -0.3 - -1.6 - -1.6 0.3 -0.7 - - Effect, Subtractive CG Collateral Load for Frm 1.1 - 6.8 -0.1 6.1 -1.0 2.7 - Gravity Cases L> Live - Notional Frm 3.6 - 25.5 0.3 22.8 -3.9 10.8 - Right <L Live - Notional Left Frm 3.6 - 25.5 0.3 22.8 -3.9 10.8 - - ASL^ Alternate Span Live Frm 0.0 - -0.3 3.6 11.6 -3.6 11.0 - Load, Shifted Right ^ASL Alternate Span Live Frm 3.7 - 1 I. l -3.4 11.3 -0.3 -0.2 - Load, Shifted Left W I> Wind Load, Case 1, Frm -7.4 - -34.4 -2.0 -19.2 -1.5 -7.5 - Right <W1 Wind Load, Case 1, Frm -0.9 - -22.9 - -30.2 7.4 -14.9 - Left W2> Wind Load, Case 2, Frm -7.6 - -22.1 -1.7 -8.7 -1.7 -2.2 - - Right <W2 Wind Load, Case 2, Fnn -1.0 - -10.6 0.4 -19.7 7.2 -9.6 - - Left L Roof Live Load Frm 3.6 - 25.5 0.3 22.8 -3.9 10.8 - - EG+ Vertical Seismic Frm 0.3 - 1.6 - 1.6 -0.3 0.7 - - Effect, Additive File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. 12-8017 Calculations Package (199121, D; I TI Pl Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Annm iate I -1 F -t- muct 6o a nGwr f r d..c ite: 5/23/2012 me: 05:01 PM 1ge: SA/of X -Loc WPAI Wind Parallel - Ref Bic -1.8 -6.4 48.7 -0.4 -25.9 1.8 -0.7 -13.3 Vrt Down Load A, Case 1 Load Mom ccw Load 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> (-Hx) Case (Hx) Case (-Hz) WPDI Wind Parallel - Ref Brc 0.3 - -14.4 -0.2 -16.2 0.3 - -6.5 k k D, Case I k k 1.000 (k D + CG + L> k k) 0.3 k WPA2 Wind Parallel - Ref ::' Bic -1.9 -8.1 -38.8 - -15.5 1.5 -2.5 -9.8 13.6 62 A, Case 2 - 44.1 35 40.1 . 6 -18.2 - - - 70/0/0 WPD2 Wind Parallel - Ref Bic 0.2 - -3.4 0.1 -5.6 0.1 - -2.9 35.3 6 D, Case 2 - -1.3 - 140/0/0 24 9.4 63 6.9 15 6.9 WPBI Wind Parallel - Ref Brc -1.3 -6.3 -37.9 -1.6 -26.1 1.8 -1.0 -16.7 62 D + CG + E> + EG+ + EB> B, Case I -13.6 -2.8 -1.1 13.4 4.5 -6.9 0.6 - - 63 D + CG + E> + EG+ + EB> WPC1 Wind Parallel - Ref Brc 0.6 - -9.8 -0.8 -16.2 0.3 - -7.5 7.9 4.1 C, Case I 3.5 14.1 5.0 -2.1 2.0 - - 83 D + CU + <E + EG-.+ <EB 1 6.0 WPB2 Wind Parallel - Ref Bre -1.4 -7.9 -28.2 -1.2 -15.7 1.5 -2.8 -13.2 B, Case 2 WPC2 Wind Parallel - Ref Brc 0.4 - 1.1 -0.4 -5.7 0.1 - -3.9 C. Case 2 EB> Seismic Brace Brc 0.3 -14.9 -19.8 -0.0 -0.1 -0.3 -7.5 -7.2 Reaction, Right <EB Seismic Brace Bm -0.1 - 18.7 0.1 -0.2 0.1 - 6.9 Reaction, Left D; I TI Pl Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Annm iate I -1 F -t- muct 6o a nGwr f r d..c ite: 5/23/2012 me: 05:01 PM 1ge: SA/of X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k 1.000 (k D + CG + L> k k) 0.3 k -5.9 in -k 16.7 in -k 8 0/0/0 2-C 7.1 16 7.9 65 13.6 62 16.9 - 44.1 35 40.1 . 6 -18.2 - - - 70/0/0 2-F 3.6 63 3.6 83 - - - - 26.3 15 35.3 6 35 - -1.3 - 140/0/0 24 9.4 63 6.9 15 6.9 62 D+CU+WPBI -0.7 14.8 47 16.9 8 - - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 2 him.- All-Itinna h ... d nn Ind nM - -1 . ., tl.e n:.,e..t A....1....:.. KA -L-A ASD npaivn [ And ramhlnatinne - Famine No. Ori in X -Loo Application 0/0/0 6 System 70/0/0 1.0 D + 1.0 CG + 1.0 L> 140/0/0 8 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ Grid -Grid2 15 System 2-C 0.600 D + 0.600 CU + 1.0 <W I 2-F 16 System 24 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> Ld Description Hx Hz Vy Hx Vy Hx Hz V 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> Cs (application factor not shown k k k k k k k k 1.000 6 D + CG + L> 5.6 40.1 0.3 35.3 -5.9 16.7 - 8 D+CG+ASL^ 2.0 14.3 3.6 24.1 -5.6 16.9 - 15 D+CU+<WI -0.4 - -18.2 0.0 -26.3 6.9 - -13.0 - - 16 D + CU + W2> -7.1 -17.4 -1.6 4.9 -2.3 -0.3 - - 35 D+CU+WPAI -1.3 -6.4 -44.1 -0.3 -22.1 1.2 -0.7 -11.4 - - 47 D+CU+WPBI -0.7 -6.3 -33.2 -1.5 -22.3 1.2 -1.0 -14.8 - - 62 D + CG + E> + EG+ + EB> 0.7 -13.6 -2.8 -1.1 13.4 4.5 -6.9 0.6 - - 63 D + CG + E> + EG+ + EB> -3.4 4.1 8.6 -3.6 13.1 -9.4 -2.1 6.8 - - 65 D + CG + <E + EG+ + EB> 7.9 4.1 11.9 3.5 14.1 5.0 -2.1 2.0 - - 83 D + CU + <E + EG-.+ <EB 1 6.0 10.4 1 3.6 1 3.2 1 6.8 1 - 0.9 - - ASD npaivn [ And ramhlnatinne - Famine No. Ori in Factor Application Description 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 8 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 15 System 1.000 0.600 D + 0.600 CU + 1.0 <W I D + CU + <W1 16 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 35 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA I D + CU + WPA I 47 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPB D+CU+ WPBI 62 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D + CG + p + EG+ + EB> 63 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 65 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 83 System Derived 1 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB ID + CU + <E + EG- + <EB File: 4515 Sunwest rev-] Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. !I Date: 5/23/2012 q 12-8017 Calculations Package (199121) Time: 05:01 PM * Page: 3 -Sof 6$ Rronino X -Lac Grid Description 0/0/0 140/0/0 1 2-C 24 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. J File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc.. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM a &- Page: 36 of (A Wall: 4, Frame at: 54/0/0 Frame ID:CB2 IN Values shown are resisting fomes of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 3 M Frame Type:Continuous Beam N] Type Exterior Column Interior Column Exterior Column X -Loc 0/0/0 70/0/0 140/0/0 Grid -Grid2 3-C 3-F 34 Base Plate W x L (in.) 9 X 13 10 X 17 9 X 13 Base Plate Thickness (in.) 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-1.000 Column Base Elev. 99'-2" 99'-2" 99'-2" Load T Load Description Desc. Hx Hz I Vy Hx Vy Hx Hz V E> Seismic Load, Fnn -6.6 -2.4 -4.4 -0.8 -8.7 3.1 Right <E Seismic Load, Left Frm 6.6 - 2.4 4.4 0.8 8.7 - -3.1 - D Material Dead Frm 0.9 7.8 0.1 6.3 -0.9 3.2 - - Weight CU Collateral Load for Frm - - - _ _ _ _ Wind Cases EG- Vertical Seismic Frm -0.3 -1.9 - -1.6 0.3 - -0.7 - _ Effect, Subtractive CG Collateral Load for Frm 1.2 7.6 -0.2 6.0 -1.1 - 2.7 - - Gravity Cases L> Live - Notional Frm 3.6 25.0 0.3 22.2 -3.9 - 10.7 - - Right <L Live - Notional Left Frm 3.6 25.0 0.3 22.2 -3.9 - 10.7 - - ASL^ Alternate Span Live Frm 0.1 -0.2 3.6 11.2 -3.8 - 10.9 - - Load, Shifted Right ^ASL Alternate Span Live Frm 3.6 10.9 -3.4 11.2 -0.2 - -0.2 - - Load, Shifted Left W I> Wind Load, Case I, Frm -5.4 -30.8 -1.0 -16.6 -0.4 - -7.1 - - Right <WI Wind Load, Case I, Frm 0.1 -20.4 1.0 -24.6 7.5 - -13.3 - - Left W2> Wind Load, Case 2, Frm -6.3 -18.8 -1.3 -6.6 -1.6 - -1.4 - - Right <W2 Wind Load, Case 2, Frm -0.7 -8.4 0.7 -14.6 6.3 - -7.6 - - Left L Roof Live Load Frm 3.6 25.0 0.3 22.2 -3.9 - 10.7 - - EG+ Vertical Seismic Frm 0.3 1.9 - 1.6 -0.3 - 0.7 - Effect, Additive WPAI Wind Parallel - Ref Bm -0.2 -18.5 0.4 -24.8 3.1 - -12.6 A, Case I File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM Page: 37 of -69v WPDI Wind Parallel - Ref Brc 2.2 7.1 -34.0 1.0 -15.2 2.1 1.8 -11.0 D, Case 1 WPA2 Wind Parallel - Ref Bre -I.1 - 4.1 0.1 -14.8 2.0 - -5.1 A, Case 2 WPD2 Wind Parallel - Ref Brc 1.3 5.7 -20.7 0.7 -5.2 1.0 0.1 -3.6 - D, Case 2 WPB Wind Parallel - Ref Brc -0.2 - -16.0 -0.5 -25.1 3.4 - -15.4 - B, Case I WPCI Wind Parallel - Ref Bre 2.2 7.2 -32.8 0.6 -15.3 2.1 2.0 -12.5 - C, Case I WPB2 Wind Parallel - Ref Bre -I.1 - -1.3 -0.8 -15.2 2.3 - -7.9 - B, Case 2 WPC2 Wind Parallel - Ref Bre 1.3 5.7 -19.4 0.3 -5.3 1.0 0.4 -5.1 - C, Case 2 EB> Seismic Brace Bnr -0.1 - 19.9 0.1 -0.2 0.1 - 7.3 - Reaction, Right <EB Seismic Brace Brc 0.3 14.2 -18.6 -0.1 -0.1 -0.3 7.1 -6.8 - _ Reaction, Left Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method A.-A.ta r nod 17-t- .....tet k- -c-.t C-- A- -Car X-L,oc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load 34 D + CU + WPDI (-k)) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mu) Case (Mu) Case k k k k k k (k k k k D + CG + (> k (in 0.2 in -k -5.9 0/0/0 3-C 5.8 16 8.3 79 2.2 - 12.9 76 29.4 38 40.4 6 - - 16 D+CU+W2> 70/0/0 3-F 4.1 77 4.1 69 - 0.5 - - 21.4 47 34.5 6 - 1.1 -11.4 1.5 140/0/0 3-J 10.2 77 7.6 69 - - 6.5 76 13.5 47 16.8 8 - 69 _ Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 3 Nnte• All mnrtinne hn-A nn')nd nmid 1 -1-;. .t.- n:-..... A No. Origin X -Loc Application 0/0/0 6 System 70/0/0 1 140/0/0 8 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ Grid -Grid2 1.000 3-C D+CU+ W2>, 3-F 1.000 34 D + CU + WPDI 47 System Derived 1.000 Ld Description Hx Hz I VY Hx yy Hx Hz V 77 System Derived 1.000 Cs (application factor not shown k k k k k k k k 6 D + CG + (> 5.7 40.4 0.2 34.5 -5.9 - 16.5 - 8 D + CG + ASL^ 2.2 - 15.1 3.5 23.4 -5.8 - 16.8 - - 16 D+CU+W2> -5.8 -14.1 -1.3 -2.8 -2.1 - 0.5 - - 38 D+CU+ WPDI 2.7 7.1 -29.4 1.1 -11.4 1.5 1.8 -9.0 - - 47 D+CU+WPBI 0.3 - -11.4 -0.4 -21.4 2.8 - -13.5 - 69 D + CU + <E + EG- + EB> 6.2 - 11.0 4.1 3.3 7.6 - 0.6 - 76 D + CG + E7 + EG+ + <EB 0.8 12.9 -0.9 -1.4 13.1 -4.8 6.5 1.1 - 77 D + CG + E> + EG+ + <EB -3.6 3.9 9.4 -4.1 12.6 -10.2 1.9 7.4 - 79 D + CG + <E + EG+ + <EB 1 8.3 1 3.9 1 13.8 1 3.9 1 14.0 1 5.7 1 1.9 1 1.7 1 - No. Origin Factor Application Description 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG TU 8 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 16 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D+CU+ W2>, 38 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI D + CU + WPDI 47 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB I D + CU + WPB 1 69 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D + CU + <E + EG- + EB> 76 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB D + CG + F> + EG+ + <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D + CG + p + EG+ + <EB 79 System Derived 1 1.000 11.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB ID + CG + <E + EG+ + <EB 3racin X -Loc Grid Description 0/0/0 3-C Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 140/0/0 34 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings.North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM h &. Page: 38 of 66 Wall: 4, Frame at: 80/0/0 Frame ID:CB2 Frame Type:Continuous Beam 0 Q 0 Desc. Hx VY Vy Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load TVDe at Frame Cross Section: 4 Type Exterior Column Interior Column Exterior Column X -Loc 0/0/0 70/0/0 140/0/0 Grid - Grid2 4-C 4-F 44 Base Plate W x L (in.) 9 X 13 10 X 17 9 X 13 Base Plate Thickness (in.) 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 Column Base Elev. 99'-2" 99'-2" 9 '-2- LoadTyp Load Descri tion Desc. Hx Vy Hx Vy Hx V E> Seismic Load, Frm -6.5 -2.3 4.4 -0.7 -8.4 3.0 - - Right <E Seismic Load, Left Frm 6.5 2.3 4.4 0.7 8.4 -3.0 - D Material Dead Frm 0.9 7.7 0.1 6.3 -1.0 3.2 - Weight CU Collateral Load for Frm - - - - - - _ Wind Cases EG- Vertical Seismic Frm -0.3 -1.7 -0.0 -1.5 0.3 -0.7 - - Effect, Subtractive CG Collateral Load for Frm 0.9 6.2 0.1 5.6 -1.0 2.7 - - Gravity Cases L> Live - Notional Frm 3.7 24.5 0.5 22.3 4.1 10.7 - - Right <L Live - Notional Left Frm 3.7 24.5 0.5 22.3 -4.1 10.7 - - ASL^ Alternate Span Live Frm 0.1 -0.3 3.8 11.3 -3.9 10.8 - - Load, Shifted Right ^ASL Alternate Span Live Frm 3.7 10.9 -3.4 11.1 -0.3 -0.2 - - Load, Shifted Left WI> Wind Load, Case 1, Fnn -5.4 -29.0 -1.2 -16.6 -0.2 -7.1 - - Right <WI Wind Load, Case 1, Frm 0.2 -18.9 0.9 -24.7 7.6 -13.3 - - Left W2> Wind Load, Case 2, Frm -6.3 -18.2 -1.4 -6.5 -1.4 -1.4 - - Right <W2 Wind Load, Case 2, Frm -0.6 -8.2 0.7 -14.6 6.5 -7.6 - - Left L Roof Live Load Frm 3.7 24.5 0.5 22.3 4.1 10.7 - - EG+ Vertical Seismic Fret 0.3 1.7 0.0 1.5 -0.3 0.7 - - Effect, Additive WPAI Wind Parallel- Ref Brc 0.1 -21.0 -0.I -24.7 2.9 -13.1 - - A, Case 1 File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM h &- Page: 39 of C Grid WPDI Wind Parallel - Ref Brc 2.2 -21.8 0.8 -15.2 2.0 -9.1 - - Load Mom cw D, Case l Mom ccw Load Hx Vy (-Hx) Case (Hx) Case (-Hz) Case WPA2 Wind Parallel - Ref Bre -0.7 -10.3 -0.3 -14.6 1.8 -7.4 - - 34.1 (k) A, Case 2 k D + CG + ASL^ k 13.6 k 23.1 k 16.7 - k D + CU + WI> WPD2 Wind Parallel - Ref Brc 1.3 -11.1 0.6 -5.1 0.9 -3.5 - - - -2.0 D, Case 2 24.4 14 38.4 6 -3.8 12.3 -9.8 - 70/0/0 4-F WPBI Wind Parallel - Ref Brc -0.1 -21.0 -0.7 -25.2 3.5 -16.3 - - 6 -8.0 B, Case 1 25 - 140/0/0 44 9.8 22 7.2 25 47 D+CU+WPBI WPCI Wind Parallel - Ref Brie 2.0 -21.6 0.5 -15.4 2.2 -10.5 - - C, Case 1 WPB2 Wind Parallel - Ref Brc -1.0 -10.3 -1.0 -15.1 2.3 -10.6 - - B, Case 2 WPC2 Wind Parallel - Ref Bre 1.2 -10.9 0.2 -5.3 1.0 -4.8 - - C, Case 2 EB> Seismic Brace Bre - - - - - - _ _ Reaction, Right <EB Seismic Brace Brc - Reaction, Left Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Annrnnriate 1 nad Fnet- meet he annliert Fnr demon of fmandatinna X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load Hx Vy (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Cas - 0.7 34.1 (k) 16.5 - k D + CG + ASL^ k 13.6 k 23.1 k 16.7 - k D + CU + WI> in -k -24.4 in -k -12.8 0/0/0 4-C 5.7 16 7.9 23 -1.4 - -2.0 0.5 24.4 14 38.4 6 -3.8 12.3 -9.8 - 70/0/0 4-F 4.0 24 4.3 23 5.4 3.6 - D + CU + E> + EG- 21.4 47 34.1 6 -8.0 - 25 - 140/0/0 44 9.8 22 7.2 25 47 D+CU+WPBI - -16.4 14.4 47 16.7 8 - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 4 Note- All reactinm haled on 2nd order structural analvcis ueino the Direct Annlvsic Methivt ASD neclon IAnd Cnmhinatinna - Framino No. X -Loc Factor Application 0/0/0 6 70/0/0 1.000 1.0 D + 1.0 CG + 1.0 L> 140/0/0 8 Gridl -Grid2 1.000 1.0 D + 1.0 CG + 1.0 ASL^ 4-C 14 4-F 1.000 0.600 D+0.600 CU+ 1.0 WI> 44 Ld Description Hx Vy Hx yy Hx V Cs (application factor not shown k k k k k k 6 D + CG + L> 5.5 38.4 0.7 34.1 -6.1 16.5 - 8 D + CG + ASL^ 1.9 13.6 4.0 23.1 -5.9 16.7 - 14 D + CU + WI> -4.9 -24.4 -1.2 -12.8 -0.8 -5.2 16 D + CU + W2> -5.7 -13.6 -1.4 -2.7 -2.0 0.5 22 D + CG + E> + EG+ -3.9 13.0 -3.8 12.3 -9.8 9.1 23 D + CG + <E + EG+ 7.9 17.2 4.3 13.6 5.4 3.6 24 D + CU + E> + EG- -5.6 1.3 -4.0 2.0 -8.0 4.2 - - 25 D+CU+<E+EG- 6.3 5.5 4.1 3.4 7.2 -1.4 - 47 D+CU+WPBI 0.4 -16.4 -0.7 -21.4 1 2.9 1 -14.4 ASD neclon IAnd Cnmhinatinna - Framino No. Ori in Factor Application Description 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + U 8 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 14 System 1.000 0.600 D+0.600 CU+ 1.0 WI> D+CU+ WI> 16 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ D + CG + E> + EG+ 23 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EG+ 24 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- D + CU + p + EG - 25 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- D + CU + <E + EG - 47 1 System Derived 1 1.000 10.600 D+0.600 CU+ 1.0 WPB ID+CU+ WPBI File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM h &- Page: '/0 of 0 Wall: 4, Frame at: 106/0/0 Frame ID:CB2 9 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 5 n Frame Type:Continuous Beam Type X -Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 5-C 9 X 13 0.375 4-1.000 99'-2" Interior Column 70/0/0 5-F 10 X 17 0.375. 4-0.750 99'-2" Exterior Column 140/0/0 54 9 X 13 0.375 4-0.750 99'-2" Load Typ Load Descrition Desc. Hx Hz Vy Hx Vy Hx Hz V F> Seismic Load, Frm -6.5 -2.3 -4.5 -0.7 -8.3 3.0 Right <E Seismic Load, Left Frm 6.5 2.3 4.5 0.7 8.3 - -3.0 - D Material Dead Frm 0.9 7.7 0.1 6.3 -1.0 - 3.2 - Weight CU Collateral Load for Frm - - - - - - - - - - Wind Cases EG- Vertical Seismic Frm -0.3 -1.7 -0.0 -1.5 0.3 - -0.7 - Effect, Subtractive CG Collateral Load for Frm 0.9 6.1 0.1 5.6 -1.0 - 2.7 - Gravity Cases U Live - Notional Frm 3.6 24.5 0.5 22.3 -4.1 - 10.6 - Right <L Live - Notional Left Frm 3.6 - 24.5 0.5 22.3 -4.1 - 10.6 - ASL^ Alternate Span Live Frm 0.1 - -0.3 3.8 11.3 -3.9 - 10.8 - - Load, Shifted Right ^ASL Alternate Span Live Frm 3.7 - 10.9 -3.4 11.1 -0.3 - -0.2 - Load, Shifted Left WI> Wind Load, Case 1, Frm -5.1 -25.8 -1.5 -16.5 -0.5 - -7.0 - Right <Wl Wind Load, Case 1, Frm 0.3 -17.6 0.7 -24.7 7.4 - -13.1 - - Left W2> Wind Load, Case 2, Frm -6.0 - -15.1 -1.7 -6.4 -1.6 - -1.3 - - Right <W2 Wind Load, Case 2, Frm -0.5 - -6.9 0.5 -14.6 6.3 - -7.5 - - Left L Roof Live Load Frm 3.6 24.5 0.5 22.3 -4.1 - 10.6 - - EG+ Vertical Seismic Frm 0.3 1.7 0.0 1.5 -0.3 - 0.7 - - Effect, Additive WPAI Wind Parallel - Ref Bre 1.2 -6.3 -26.4 0.2 -19.6 2.1 -0.6 -11.3 - - A, Case I File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM Page: 11 of 68 GridM99 WPDI Wind Parallel - Ref Brc 1.2 - -15.0 0.6 -20.4 2.8 - -9.6 Load - Load Mom ccw D, Case 0.600 D+0.600 CU+ 1.0 WPAI D+CU+ WPAI Ld I Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case WPA2 Wind Parallel - Ref Bm 0.4 -7.9 -18.0 -0.0 -9.6 0.9 -2.4 -7.3 System Derived - D + CG + L> k A, Case 2 k 0.7 k -6.1 in -k 16.5 - in -k 8 0/0/0 5-C81 System Derived 13.5 WPD2 Wind Parallel - Ref Bm 0.4 - -5.8 0.4 -10.3 1.7 - -5.7 - -20.9 - 70/0/0 D, Case 2 - 35 4.3 79 - - - - 20.9 15 34.2 6 WPBI Wind Parallel - Ref Brc 1.0 -6.2 -26.3 -0.3 -20.0 2.5 -1.0 -13.9 62 - 0.4 12.0 B, Case I 16.7 8 -4.7 - - - 63 D + CG + E> + EG+ + EB> -3.9 -4.0 7.6 -3.8 WPCI Wind Parallel - Ref Bro 1.0 - -14.8 - -20.8 3.1 - -11.7 13.6 5.3 -2.0 1.7 - C. Case l 67 D + CU + p + EG- + EB> -5.5 -4.0 -4.0 -4.0 2.0 -8.1 -2.0 2.2 - - 79 WPB2 Wind Parallel - Ref Brc 0.2 -7.8 -17.8 -0.5 -9.9 1.3 -2.7 -9.9 D + CU + E>+ EG- + <EB -5.6 6.6 B, Case 2 2.0 -7.9 - 6.1 - 83 D+CU+<E+ EG-+ <EB 6.2 10.7 4.1 3.3 WPC2 Wind Parallel - Ref Bic 0.1 - -5.7 -0.2 -10.7 2.0 - -7.7 C, Case 2 EB> Seismic Brace Bic 0.3 -14.7 -19.5 -0.1 -0.1 -0.3 -7.3 -7.0 Reaction, Right <EB Seismic Brace Brc -0.1 - 19.2 0.1 -0.2 0.1 - 7.1 - Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Anmmnriate 1 nad Faetnm must he annlied fnr desipn of foundations. X -Loc GridM99 1.000 Load Hrz Right Load Hra In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load 0.600 D+0.600 CU+ 1.0 WPAI D+CU+ WPAI Ld I Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k) System Derived k D + CG + L> k 79 k 0.7 k -6.1 in -k 16.5 - in -k 8 0/0/0 5-C81 System Derived 13.5 8.0 65 13.4 62 - - 21.8 35 38.2 6 -13.0 - -20.9 - 70/0/0 5-F67 - 35 4.3 79 - - - - 20.9 15 34.2 6 47 D+CU+ WPBI - -6.2 140/0/0 5-163 -16.2 1.9 7.2 83 6.6 62 - 0.4 12.0 47 16.7 8 -4.7 - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 5 Note- All reactions based on 2nd order structural analvsis usine the Direct Analvsis Method 6 X -Loc 1.000 0/0/0 D + CG + I> 70/0/0 System 140/0/0 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 15 Gridl - Grid2 1.000 5-C D+CU+<Wl 5-F System Derived 5-1 0.600 D+0.600 CU+ 1.0 WPAI D+CU+ WPAI Ld I Description Hx I Hz Vy Hx yy Hx Hz V 63 Cs a lication factor not shown k k k k k k k k System Derived 6 D + CG + L> 5.4 79 38.2 0.7 34.2 -6.1 - 16.5 - 1.000 8 D + CG + ASL^ 1.9 System Derived 13.5 4.0 23.2 -5.9 - 16.7 - - 15 D+CU+<WI 0.8 -13.0 0.8 -20.9 6.8 - -11.2 - - 35 D + CU + WPA 1 1.7 -6.3 -21.8 0.3 -15.9 1.5 -0.6 -9.4 - - 47 D+CU+ WPBI 1.5 -6.2 -21.7 -0.2 -16.2 1.9 -1.0 -12.0 - - 62 D+CG+E7+EG++EB> 0.4 -13.4 -3.4 -1.0 12.7 -4.7 -6.6 0.8 - - 63 D + CG + E> + EG+ + EB> -3.9 -4.0 7.6 -3.8 12.2 -9.9 -2.0 7.2 - - 65 D + CG + <E + EG+ + EB> 8.0 -4.0 11.7 4.3 13.6 5.3 -2.0 1.7 - - 67 D + CU + p + EG- + EB> -5.5 -4.0 -4.0 -4.0 2.0 -8.1 -2.0 2.2 - - 79 D + CG + <E + EG+ + <EB 7.9 - 22.3 4.3 13.6 5.4 - 5.5 - - 81 D + CU + E>+ EG- + <EB -5.6 6.6 -4.0 2.0 -7.9 - 6.1 - 83 D+CU+<E+ EG-+ <EB 6.2 10.7 4.1 3.3 7.2 - 0.6 - 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + I> 8 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 15 System 1.000 0.600 D+0.600CU+ 1.0<WI D+CU+<Wl 35 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPAI D+CU+ WPAI 47 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPB D+CU+ WPBI 62 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D + CG + E> + EG+ + EB> 63 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 65 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 67 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> D + CU + E> + EG- + EB> 79 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 81 System Derived 1.000 0.600 D + 0.600 CU + 0.910 d + 0.700 EG- + 0.273 <EB D + CU + p + EG- + <EB 83 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D + CU + <E + EG- + <EB File: 4515 Sunwest rev -1 - Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. U 13 Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM Page: Aft. of (a 8 Rraeina X -Loc Grid Description 0/0/0 140/0/0 5-C 54 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM Page: '/3 of 6 8 Wall: 4, Frame at: 132/0/0 Frame ID:CB2 M Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 6 Frame Type:Continuous Beam n Type Exterior Column Interior Column X -Loc 0/0/0 70/0/0 Gridl - Grid2 6-C 6-F Base Plate W x L (in.) 9X 13 10 X 17 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 Column Base Elev. 99'-2" 99'-2" Exterior Column 140/0/0 64 9 X 13 0.375 4-0.750 99'-2" Load Typ Load Oestrition Desc. Hx Hz Vy Hx Vy Hx Hz I V E> Seismic Load, Frm -6.5 -2.3 -4.5 -0.7 -8.3 3.0 Right <E Seismic Load, Left Frm 6.5 2.3 4.5 0.7 8.3 -3.0 - D Material Dead Frm 0.9 7.7 0.1 6.3 -1.0 - 3.2 Weight CU Collateral Load for Frrn - - - - - _ _ Wind Cases EG- Vertical Seismic Frm -0.3 -1.7 -0.0 -1.5 0.3 - -0.7 - - Effect, Subtractive CG Collateral Load for Frm 0.9 - 6.1 0.1 5.6 -1.0 - 2.7 - Gravity Cases V Live - Notional Frm 3.6 24.5 0.5 22.3 4.1 - 10.6 - Right <L Live - Notional Left Frm 3.6 - 24.5 0.5 22.3 -4.1 - 10.6 - ASL^ Alternate Span Live Frrn 0.1 - -0.3 3.8 11.3 -3.9 - 10.8 Load, Shifted Right ^ASL Alternate Span Live Frrn 3.7 - 10.9 -3.4 11.1 -0.3 - -0.2 - - Load, Shifted Left W I> Wind Load, Case 1, Frrn -5.1 - -25.8 -1.5 -16.5 -0.5 - -7.0 - Right <WI Wind Load, Case I, Frm 0.3 - -17.6 0.7 -24.7 7.4 - -13.1 Left W2> Wind Load, Case 2, Frm -6.0 - -15.1 -1.7 -6.4 -1.6 - -1.3 _ Right <W2 Wind Load, Case 2, Frm -0.5 - -6.9 0.5 -14.6 6.3 - -7.5 - Left L Roof Live Load Frm 3.6 - 24.5 0.5 22.3 -4.1 - 10.6 - EG+ Vertical Seismic Frrn 0.3 - 1.7 0.0 1.5 -0.3 - 0.7 _ Effect, Additive WPAI Wind Parallel - Ref Bn; 1.9 - -8.3 0.5 -15.4 1.6 -0.6 -8.9 File: 4515 Sunwest rev -1 . Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM Page: O/ of .,& F Grid Hrz left A, Case l Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load WPDI Wind Parallel - Ref Bre 0.6 7.3 -35.5 0.2 -24.7 3.2 1.8 -13.2 - - Case (Vy) D, Case I (-Ma) Case (Mzz) Case k k k k k System Derived k D+CG+ V WPA2 Wind Parallel - Ref Bro 1.0 - 4.7 0.4 -5.3 0.5 -2.4 -3.2 - - 67 8.0 A, Case 2 - - 13.2 76 30.9 50 38.2 6 - - - - WPD2 Wind Parallel - Ref Brc -0.3 5.7 -23.3 -0.0 -14.6 2.1 0.0 -7.6 - - 6 - D, Case 2 - - 140/0/0 6-J 9.9 77 7.2 69 6.6 62 6.7 76 WPBI Wind Parallel - Ref Brc 1.7 - -8.4 0.2 -15.6 1.8 -1.0 -10.2 - - 4.2 3.3 B, Case I -2.0 -1.4 - - 76 D + CG + E> + EG+ + <EB 0.4 13.2 -3.0 -1.1 12.6 -4.7 6.7 WPC 1 Wind Parallel - Ref Brc 0.3 7.3 -35.5 -0.6 -25.2 3.7 2.1 -16.4 - - 79 D + CG + <E + EG+ + <EB C, Case I 4.0 11.8 4.3 13.6 5.3 2.0 3.7 - - 81 D + CU + p + EG- + <EB 1 -5.5 1 4.0 1 WPB2 Wind Parallel - Ref Brc 0.9 - 4.5 0.0 -5.5 0.7 -2.7 4.5 B, Case 2 WPC2 Wind Parallel - Ref Brc -0.6 5.7 -23.2 -0.8 -15.1 2.6 0.4 -10.8 - - C, Case 2 EB> Seismic Brace Bro -0.1 - 19.6 0.2 -0.2 0.0 -7.3 -0.0 - Reaction, Right <EB Seismic Brace Brc 0.3 14.6 -19.1 -0.2 -0.1 -0.3 7.4 0.4 - Reaction, Left Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method An-A.ta 1 nad SZ -t- mutt ho .-H-1 for dation of fnundatinnc X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load 0.600 D + 0.600 CU + LO WPC I D + CU + WPCI (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Ma) Case (Mzz) Case k k k k k System Derived k D+CG+ V k 77 k 0.7 k -6.1 in -k 16.5 in -k 8 0/0/0 6-C 5.6 67 8.0 79 - - 13.2 76 30.9 50 38.2 6 - - - - 70/0/0 6-F 4.0 81 4.4 65 - 32.2 - - 21.4 50 34.2 6 - - - - 140/0/0 6-J 9.9 77 7.2 69 6.6 62 6.7 76 14.5 50 16.7 8 - - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 6 Note- All reactions based on 2nd nyder structural analvsis neina the Direct Analvsis Method ASD Deslan Load Cnmhinatinne - Framino No. X -Loc Factor 0/0/0 Description 70/0/0 System 140/0/0 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 8 Gricil - Grid2 1.000 6-C D + CG + ASL^ 6-F System Derived 64 0.600 D + 0.600 CU + LO WPC I D + CU + WPCI Ld Description Hx I Hz I Vy Hx Vy Hx Hz I V 67 Cs (application factor not shown k k k k k k k k System Derived 6 D+CG+ V 5.4 77 38.2 0.7 34.2 -6.1 - 16.5 - 8 D+CG+ASL^ 1.9 1 System Derived 1 13.5 4.0 23.2 -5.9 - 16.7 - - 50 D+CU+WPC1 0.8 7.3 -30.9 -0.5 -21.4 3.1 2.1 -14.5 - - 62 D + CG + E> + EG+ + EB> 0.1 - 32.2 -0.8 12.6 -4.5 -6.6 7.1 - - 65 D + CG + <E + EG+ + EB> 7.9 - 22.4 4.4 13.6 5.4 -2.0 3.6 - - 67 D + CU + p + EG- + EB> -5.6 - 6.7 -4.0 2.0 -8.0 -2.0 4.1 - - 69 D + CU + <E + EG- + EB> 6.3 - 10.9 4.2 3.3 7.2 -2.0 -1.4 - - 76 D + CG + E> + EG+ + <EB 0.4 13.2 -3.0 -1.1 12.6 -4.7 6.7 7.5 - - 77 D + CG + E> + EG+ + <EB -3.9 4.0 7.7 -3.8 12.2 -9.9 2.0 9.2 - - 79 D + CG + <E + EG+ + <EB 8.0 4.0 11.8 4.3 13.6 5.3 2.0 3.7 - - 81 D + CU + p + EG- + <EB 1 -5.5 1 4.0 1 -3.9 1 -4.0 2.0 -8.0 2.0 4.3 - ASD Deslan Load Cnmhinatinne - Framino No. Ori in Factor Application Description 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 8 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 50 System Derived 1.000 0.600 D + 0.600 CU + LO WPC I D + CU + WPCI 62 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.700 EG+ + 0.910 EB> D + CG + E> + EG+ + EB> 65 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 67 System Derived 1.000 0.600 D + 0.600 CU + 0.910 d + 0.700 EG- + 0.273 EB> D + CU + p + EG- + EB> 69 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D + CU + <E + EG- + EB> 76 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB D + CG + E> + EG+ + <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D + CG + F> + EG+ + <EB 79 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 81 1 System Derived 1 1.000 10.600 D + 0.600 CU + 0.910 t7 + 0.700 EG- + 0.273 <EB ID + CU + F7 + EG- + <EB File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. X -Loc it Date: 5/23/2012 Description 0/0/0 140/0/0 12-8017 Calculations Package (199121) Time: 05:01 PM Diagonal bracing at base is attached to column. Reactions ARE included with flame reactions. i Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Page:of 6B Bracinit fl d X -Loc Grid Description 0/0/0 140/0/0 6-C 6-J Diagonal bracing at base is attached to column. Reactions ARE included with flame reactions. i Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. I 1 File: 4515 Sunwest rev -1 Version: 2012.2b' Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM h) Page: y6 of 6$ Wall: 4, Frame at: 158/0/0 Frame ID:CB2 Frame Type:Continuous Beam 0 � 0 Exterior Column vy vy Values shown are resisting fomes of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 7 Type Exterior Column Interior Column Exterior Column X -Loc 0/0/0 70/0/0 140/0/0 Grid I - Grid2 7-C 7-F 74 Base Plate W x L (in.) 9 X 13 10 X 17 9 X 13 Base Plate Thickness (in.) 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-0.750 4-0.750 Column Base Elev. 99'-2" 99'-2" 99'-2" Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc E> Seismic Load, Frm -6.5 -2.3 -4.5 -0.7 -8.3 3.0 _ Right <E Seismic Load, Left Frm 6.5 2.3 4.5 0.7 8.3 -3.0 - D Material Dead Fnn 0.9 7.7 0.1 6.3 -1.0 - 3.2 Weight CU Collateral Load for Frm - - - _ _ _ Wind Cases EG- Vertical Seismic Frm -0.3 - -1.7 -0.0 -1.5 0.3 - -0.7 _ Effect, Subtractive CG Collateral Load for Fnn 0.9 - 6.1 0.1 5.6 -1.0 - 2.7 _ Gravity Cases U Live - Notional Frm 3.6 - 24.5 0.5 22.3 4.1 - 10.6 _ Right <L Live - Notional Left Frm 3.6 - 24.5 0.5 22.3 4.1 - 10.6 ASL^ Alternate Span Live Frm 0.1 - -0.3 3.8 11.3 -3.9 - 10.8 _ Load, Shifted Right ^ASL Alternate Span Live Frm 3.7 - 10.9 -3.4 11.1 -0.3 - -0.2 _ Load, Shifted Left WI> Wind Load, Case I, Frm 75.4 - -28.9 -1.2 -16.6 -0.2 - -7.1 _ Right <WI Wind Load, Case I, Frm 0.3 - -18.9 0.9 -24.7 7.6 - -13.3 _ Left W2> Wind Load, Case 2, Frm -6.2 - -18.2 -1.5 -6.5 -1.4 - -1.4 - Right <W2 Wind Load, Case 2, Frm -0.6 - -8.1 0.7 -14.6 6.5 - -7.6 _ Left L Roof Live Load Frm . 3.6 - 24.5 0.5 22.3 4.1 10.6 EG+ Vertical Seismic Frm 0.3 - 1.7 0.0 1.5 -0.3 0.7 _ Effect, Additive WPAI Wind Parallel- Ref Bre 1.9 -6.2 -24.8 0.5 -15.4 1.6 -8.2 _ A, Case I File: 4515 Sunwest rev -1 Version: 2012-.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc Date: 5/23/2012 W=- 12-8017 Calculations Package (199121) Time: 05:01 PM Page: A17 of 9 5 Grid WPDI Wind Parallel - Ref Brc 0.1 - -18.4 0.6 -24.8 3.5 1.9 -15.3 Load Mom cw Load Mom ccw D, Case 1 Ld I Description (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case WPA2 Wind Parallel - Ref Brc 1.1 -7.6 -16.3 0.3 -5.3 0.5 - -0.9 - k 0.7 k A, Case 2 k 16.5 - - k D + CG + ASL!'. in -k - in -k 4.0 0/0/0 7-C 5.7 16 WPD2 Wind Parallel - Ref Bro -0.7 - -9.2 0.3 -14.7 2.4 0.1 -7.9 - - - 70/0/0 D, Case 2 4.0 67 4.4 79 - - 6.3 - 21.4 50 34.2 6 WPBI Wind Parallel - Ref Bro 1.9 -6.1 -24.0 0.1 -15.6 1.7 - -9.2 - - 76 16.8 B, Case I 16.7 8 - - - - 63 D + CG + E> + EG+ + EB> -3.9 -3.8 7.8 -3.8 WPCI Wind Parallel - Ref Brc 0.1 - -16.8 -0.4 -25.2 3.8 2.2 -18.7 - - 5.6 - - 67 C, Case 1 -5.5 -3.8 -3.8 -4.0 2.0 -8.0 - 6.1 - - 76 D + CG + E> + EG+ + <EB 0.1 - WPB2 Wind Parallel - Ref Brc 1.0 -7.5 -15.1 -0.I -5.5 0.6 - -1.8 - - 5.4 2.1 B, Case 2 WPC2 Wind Parallel - Ref Brc -0.7 - -7.7 -0.7 -15.1 2.7 0.4 -11.2 - - C, Case 2 EB> Seismic Brace Brc 0.2 -14.1 -18.7 -0.1 -0.1 -0.1 - 7.2 - - Reaction, Right <EB Seismic Brace Bro -0.1 - 19.6 0.2 -0.I -0.0 7.6 -7.4 - - Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Anmmnriate 1 nad Factnrs must he armlied fnr design of foundatinns. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load Ld I Description (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Cast k k k D+CG+L> k - k 0.7 k -6.1 k 16.5 - - k D + CG + ASL!'. in -k - in -k 4.0 0/0/0 7-C 5.7 16 7.9 65 12.8 62 -24.3 -1.2 24.3 14 38.3 6 16 - - - 70/0/0 7-F 4.0 67 4.4 79 - - 6.3 - 21.4 50 34.2 6 - -1.4 - - - - 140/0/0 74 9.8 63 7.2 25 - - 6.9 76 16.8 50 16.7 8 - - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 7 Note- All reactinns haled on 2nd order structural analvsis usina the Direct Analvsis Method ARD nPslan 1 nad Cnmhlnstinn• - Framina No. X -Loc Factor 0/0/0 Description 70/0/0 System 140/0/0 1.0 D + 1.0 CG + 1.0 L> D + CG + L> Grid -Grid2 System 7-C I.0D+I.0CG+1.0ASLA 7-F 14 74 1.000 Ld I Description Hx Hz Vy Hx Vy Hx Hz V Cs (application factor not shown k k k k k k k k 6 D+CG+L> 5.4 - 38.3 0.7 34.2 -6.1 - 16.5 - - 8 D + CG + ASL!'. 1.8 - 13.5 4.0 23.2 -5.9 - 16.7 - - 14 D+CU+W1> -4.9 - -24.3 -1.2 -12.8 -0.8 - -5.2 - - 16 D + CU + W2> -5.7 - -13.6 -1.4 -2.7 -2.0 - 0.5 - - 25 D+CU+<E+EG- 6.3 - 5.5 4.1 3.4 7.2 - -1.4 - - 50 D+CU+WPC1 0.6 - -12.2 -0.3 -21.4 3.2 2.2 -16.8 - - 62 D+CG+I>+EG++EB> 0.4 -12.8 -2.7 -I.1 12.6 -4.6 - 13.7 - 63 D + CG + E> + EG+ + EB> -3.9 -3.8 7.8 -3.8 12.2 -9.8 - 11.1 - - 65 D + CG + <E + EG+ + EB> 7.9 -3.8 12.0 4.3 13.6 5.4 - 5.6 - - 67 D + CU + E> + EG- + EB> -5.5 -3.8 -3.8 -4.0 2.0 -8.0 - 6.1 - - 76 D + CG + E> + EG+ + <EB 0.1 - 32.2 -0.8 12.6 4.5 6.9 0.4 - - 79 D + CG + <E + EG+ + <EB 7.9 22.4 1 4.4 13.6 5.4 2.1 1.6 - ARD nPslan 1 nad Cnmhlnstinn• - Framina No. Ori in Factor Application Description 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 8 System 1.000 I.0D+I.0CG+1.0ASLA D+CG+ASL^ 14 System 1.000 0.600 D + 0.600 CU + 1.0 W I> D + CU + W 1> 16 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 25 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- D + CU + <E + EG - 50 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC 1 D + CU +WPC 1 62 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D + CG + E> + EG+ + EB> 63 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 65 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 67 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> D + CU + E> + EG- + EB> 76 System Derived LOW 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB D + CG + p + EG+ + <EB 79 System Derived 1 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB ID + CG + <E + EG+ + <EB File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM Page: #Sof G$ . Bracing X -Loc Grid Description 0/0/0 140/0/0 7-C 7-J Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM A &- Page: 1/9 of Q. Wall: 4, Frame at: 184/0/0 Frame ID:CB2 Frame Type:Continuous Beam 0 0 0 v vy vy Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfectored Load Tvoe at Frame Cross Section: 8 Type Exterior Column Interior Column Exterior Column X -Loc 0/0/0 70/0/0 140/0/0 Grid - Grid2 8-C 8-F 8-1 Base Plate W x L (in.) 9 X 13 10 X 17 9X 13 Base Plate Thickness (in.) 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4 - 0.750 4-0.750 Column Base Elev. 99'-2" 99'-2" 99'-2" Load Typ Load Descrition Desc. Hx Hz I Vy Hx Vy Hx V 17 Seismic Load, Frm -5.8 -1.7 4.1 -1.1 -7.7 2.9 Right <E Seismic Load, Left Frm 5.8 1.7 4.1 1.1 7.7 -2.9 D Material Dead Frm 0.8 - 3.6 0.1 6.3 -1.0 3.1 Weight CU Collateral Load for Frm - - - - _ _ Wind Cases EG- Vertical Seismic Frm -0.2 - -0.8 -0.0 -1.5 0.3 -0.7 - Effect, Subtractive CG Collateral Load for Frm 0.9 - 3.0 0.1 5.5 -1.0 2.6 - - Gravity Cases L> Live - Notional Frm 3.5 - 12.5 0.5 22.1 4.0 10.2 - - Right <L Live - Notional Left Frm 3.5 - 12.5 0.5 22.1 4.0 10.2 - - ASL^ Alternate Span Live Frm 0.0 - -0.5 3.8 11.0 -3.8 10.5 - - Load, Shifted Right ^ASL Alternate Span Live Frm 3.5 - 13.0 -3.3 11.0 -0.2 -0.3 - - Load, Shifted Left Wl> Wind Load, Case 1, Frm -6.7 - -16.8 -1.9 -19.1 -0.9 -7.3 - - Right <Wl Wind Load, Case 1, Frm -0.2 - -11.7 0.4 -29.4 8.4 -15.0 - - Left W2> Wind Load, Case 2, Frm -7.3 - -11.5 -1.7 -9.1 -1.6 -2.1 - _ Right <W2 Wind Load, Case 2, Frm -0.8 - -6.4 0.5 -19.4 7.7 -9.8 - - Left L Roof Live Load Frm 3.5 - 12.5 0.5 22.1 -4.0 10.2 - _ EG+ Vertical Seismic Frm 0.2 - 0.8 0.0 1.5 -0.3 0.7 - _ Effect, Additive WPAI Wind Parallel - Ref Bm 1.1 - -1.6 0.2 -15.4 1.1 -8.3 - - File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. aFm- 12-8017 Calc Date: 5/23/2012 ulations Package (199121) Time: 05:01 PM Page: 50 of 6$ - A, Case l 2.7 -12.5 Load Hrz In 0.3 WPDI Wind Parallel - Ref Bm -0.5 7.4 -25.6 -14.8 2.0 D, Case 1 Load 84 -0.4 -15.5 1.1 WPA2 Wind Parallel - Ref Bru 0.5 - 6.0 -15.4 - A, Case 2 -0.2 -5.5 0.4 4.2 Case WPD2 Wind Parallel - Ref Bru -1.1 5.8 -18.7 - 0.1 D, Case 2 0.0 - -5.9 - -0.1 WPBI Wind Parallel - Ref Btu 1.3 - -0.4 6.8 16 B, Case 1 79 15 D + CU + <WI 13.5 76 WPCI Wind Parallel - Ref Brc -0.1 7.5 -22.6 16 - C, Case l 8-F 3.8 81 4.1 65 WPB2 Wind Parallel - Ref Brc 0.7 - 6.7 33.8 6 B, Case 2 - -10.6 - - 140/0/0 84 WPC2 Wind Parallel - Ref Brc -0.7 5.9 -15.6 - - C, Case 2 50 16.2 8 - - EB> Seismic Brace Bm -0.I - 18.8 7.1 - Reaction, Right 4.1 13.8 4.9 3.5 - <EB Seismic Brace Btu 0.3 14.9 -19.5 12.4 4.4 Reaction, Left - 77 D + CG + E> + EG+ + <EB -3.3 Date: 5/23/2012 ulations Package (199121) Time: 05:01 PM Page: 50 of 6$ - -24.8 2.7 -12.5 Load Hrz In 0.3 -5.4 0.4 -3.0 Load - 0.1 -14.8 2.0 -7.3 Load 84 -0.4 -15.5 1.1 -9.5 Case (-Hz) -1.3 -25.0 2.8 -15.4 - - -0.2 -5.5 0.4 4.2 Case k -I.I -15.0 2.1 -10.2 D+CG+h - 0.1 -0.1 0.0 - -5.9 - -0.1 -0.1 -0.2 0.1 - Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Anmmnriate I nad Fartnm meet hP annheA fnr decion of fmmdminne X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load 84 D + CU + W2> (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k D + CG + p + EG+ + <EB k D+CG+h k D + CG + E> + EG+ + <13 k 0.7 k -5.9 k) - (in -k) D + CG + ASL^ (in -k 0/0/0 8-C 6.8 16 7.2 79 15 D + CU + <WI 13.5 76 23.4 38 24.7 64 -13.2 - - 16 - 70/0/0 8-F 3.8 81 4.1 65 - - - 25.7 15 33.8 6 -21.0 - -10.6 - - 140/0/0 84 9.2 77 7.9 15 - 2.2 - - 13.5 50 16.2 8 - - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 8 Note: All reactions based on 2nd order structural analvsis usine the Direct Analvsis Method ASD neslan I And Cnmhinatinne - Framina No. X -Loc Factor Application 0/0/0 6 System 70/0/0 D+ CG + U 140/0/0 System 1.000 1.0 D+ 1.0 CG+ 1.0 ASL^ Grid - Grid2 15 8-C 1.000 0.600 D + 0.600 CU + 1.0 <W I D+CU+<WI 8-F System 84 D + CU + W2> Ld I Description Hx I Hz I Vy Hx Vy Hx V System Derived Cs (application factor not shown k k k) k k k k D + CG + p + EG+ + <EB 6 D+CG+h 5.2 D + CG + E> + EG+ + <13 19.1 0.7 33.8 -5.9 15.9 - - 8 D + CG + ASL^ 1.7 6.1 4.0 22.8 -5.7 16.2 - 15 D + CU + <WI 0.3 -9.5 0.5 -25.7 7.9 -13.2 - - 16 D + CU + W2> -6.8 -9.3 -1.7 -5.4 -2.1 -0.2 - 38 D+CU+WPDI -0.0 7.4 -23.4 0.1 -21.0 2.1 -10.6 - 50 D+CU+WPC1 0.4 7.5 -20.4 -1.2 -21.3 2.2 -13.5 - - 64 D + CG + <E + EG+ + EB> 3.3 - 24.7 1.5 13.0 -0.0 5.4 - 65 D + CG + <E + EG+ + EB> 7.1 - 13.8 4.1 13.8 4.9 3.5 - 76 D+CG+p+EG++<EB 0.6 13.5 -II.0 -1.0 12.4 4.4 7.0 - - 77 D + CG + E> + EG+ + <EB -3.3 4.1 0.3 -3.5 11.8 -9.2 8.8 - - 79 D + CG + <E + EG+ + <EB 7.2 4.1 3.4 4.0 13.8 4.8 3.6 - 81 D + CU + E> + EG- + <EB 1 -4.8 1 4.1 1 -5.3 1 -3.8 1 1.7 -7.4 4.0 ASD neslan I And Cnmhinatinne - Framina No. Origin Factor Application Description 6 System 1.000 1.0 D + 1.0 CG + 1.0 V D+ CG + U 8 System 1.000 1.0 D+ 1.0 CG+ 1.0 ASL^ D+CG+ASL^ 15 System 1.000 0.600 D + 0.600 CU + 1.0 <W I D+CU+<WI 16 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 38 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPDI D+CU+ WPDI 50 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPC D+CU+ WPCI 64 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> D + CG + <E + EG+ + EB> 65 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 76 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB D + CG + p + EG+ + <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.910 F7 + 0.700 EG+ + 0.273 <13 D + CG + E> + EG+ + <13 79 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <13 D + CG + <E + EG+ + <EB 81 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D + CU + E> + EG- + <EB File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America. Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM Page: 51 of 9 Y Bradnit X -Loc Grid Description 0/0/0 8-C Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. x ' File: 4515 Sunwest rev -i ` Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM h L. Page: 52 of (0I Wall: 4, Frame at: 208/8/0 Frame ID:CB2 IN Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvoe at Frame Cross Sectlon: 9 C Frame Type:Continuous Beam N1 Type Exterior Column X -Loc 0/0/0 Grid I - Grid2 9-C Base Plate W x L (in.) 9 X 13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 99'-2" Interior Column Exterior Column 70/0/0 140/0/0 9-F 9-1 9 X 11 9 X 13 0.375 0.375 4-0.750 4-0.750 99'-2" 99'-2" Load Typd Load Description Desc. Hx Vy Hx Vy Hx V E> Seismic Load, Frm -2.8 -0.3 -1.3 -5.7 1.7 Right <E Seismic Load, Left Frm 2.8 0.3 1.3 5.7 -1.7 - D Material Dead Fret 0.7 2.5 3.5 -0.7 2.4 - Weight CU Collateral Load for Frm - - - - - Wind Cases EG- Vertical Seismic Frm -0.2 -0.4 - -0.7 0.2 -0.4 Effect, Subtractive CG Collateral Load for Frm 0.6 1.5 - 2.7 -0.6 1.5 Gravity Cases L> Live - Notional Frm 2.4 5.9 - 10.7 -2.4 5.9 - - Right <L Live - Notional Left Frm 2.4 5.9 - 10.7 -2.4 5.9 - - ASL^ Alternate Span Live Frm 0.1 -0.4 - 6.2 -0.1 5.3 - Load, Shifted Right ^ASL Alternate Span Live Frm 2.3 6.3 - 4.4 -2.3 0.5 - - Load, Shifted Left W 1> Wind Load, Case 1, Frm 4.8 -8.3 - -11.0 -2.0 4.3 - - Right <WI Wind Load, Case 1, Frm -1.2 -6.9 - -17.1 5.2 -9.7 - - Left W2> Wind Load, Case 2, Frm -4.8 -5.5 - -6.0 -2.0 -1.5 - - Right <W2 Wind Load, Case 2, Frm -1.2 -4.1 - -12.1 5.2 -7.0 - - Left L Roof Live Load Frm 2.4 5.9 - 10.7 -2.4 5.9 - - EG+ Vertical Seismic Frm 0.2 0.4 - 0.7 -0.2 0.4 - - Effect, Additive WPAI Wind Parallel - Ref Brc 0.0 -5.0 - -7.6 0.1 -4.3 - - A, Case 1 File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. ' Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 05:01 PM h &- Page: 53 of (o.T Grid WPDI Wind Parallel - Ref Bnr -1.3 -8.5 Load -12.2 1.0 -6.7 Load Vrt Down Load Mom cw D, Case 1 Mom ccw Load Hx Vy I (-Hx) Case (Hx) Case (-Hz) Case WPA2 Wind Parallel - Ref Brc 0.1 -2.2 - -2.6 0.1 -1.6 Case - 3.6 k A, Case 2 k 4.4 k D + CU + WI> k) -6.8 k -2.4 k 15 WPD2 Wind Parallel - Ref Brc -1.2 -5.7 9-C -7.2 1.0 -0.0 23 - 5.5 -6.6 5.7 - _ D, Case 2 7.0 38 10.3 9 - 2.6 - _ - D+CU+<E+EG- 70/0/0 9-F WPB Wind Parallel - Ref Bic 0.2 -4.2 -0.8 -7.8 -0.1 4.9 - - 6 B, Case I - 140/0/0 9-1 6.6 22 4.9 25 - WPCI Wind Parallel - Ref Brc -1.0 -6.7 6 -12.6 0.4 -8.1 _ _ C, Case I WPB2 Wind Parallel - Ref Brc 0.2 -1.4 -2.8 -0.2 -2.2 - - B, Case 2 WPC2 Wind Parallel - Ref Brc -0.9 -3.9 - -7.6 0.4 -5.4 - - C, Case 2 EB> Seismic Brace Brc - - - _ - - Reaction, Right <EB Seismic Brace Brc - Reaction, Left Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Anmmnriate f nad Fartnm must he annlird fns dation of fn -Ant, - X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load Hx Vy I (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case D+CG+^ASL 3.6 k - 10.6 k 4.4 k D + CU + WI> k) -6.8 k -2.4 k 15 in -k -0.8 in -k - -15.0 0/0/0 9-C 4.4 14 4.0 23 - 5.5 -6.6 5.7 - _ - 7.0 38 10.3 9 - 2.6 - _ - D+CU+<E+EG- 70/0/0 9-F - 2.8 - - - D+CU+WPDI -0.8 - - 15.0 15 16.8 6 - - 140/0/0 9-1 6.6 22 4.9 25 - - 8.3 15 9.8 6 - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 9 Nnta• All -t:nna h -A -).A n:.,e... Aen nacin.. r -.A r.....l.r..s.r..... _ C.......i.... No. X -Loc Factor 0/0/0 7 1 140/0/0 1.000 Grid -Grid2 D + CG + L> 9-C 9-F LOW 9-1 Ld Description Hx Vy Hx Vy Hx V Cs (application factor not shown k k k k k k 6 D + CG + L> 3.7 9.9 16.8 -3.7 9.8 9 D+CG+^ASL 3.6 10.3 - 10.6 -3.6 4.4 14 D + CU + WI> -4.4 -6.8 - -8.9 -2.4 -2.9 - 15 D+CU+<WI -0.8 -5.4 - -15.0 4.8 -8.3 - - 22 D+CG+E>+EG+ -1.1 4.0 - 5.5 -6.6 5.7 - _ 23 D+CG+<E+EG+ 4.0 4.6 - 7.8 3.8 2.6 - _ 25 D+CU+<E+EG- 2.8 1.5 - 2.8 4.9 -0.4 - _ 38 D+CU+WPDI -0.8 -7.0 - 1 -10.1 1 0.6 1 -5.3 - - Aen nacin.. r -.A r.....l.r..s.r..... _ C.......i.... No. Ori in Factor Application Description 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 9 System LOW 1.0 D+ 1.0 CG+ 1.0 ^ASL D+CG+^ASL 14 System 1.000 0.600 D + 0.600 CU + 1.0 W I> D+CU+WI> 15 System 1.000 0.600 D + 0.600 CU + 1.0 <W I D + CU + <W 1 22 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ D + CG + E> + EG+ 23 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0,700 EG+ D + CG + <E + EG+ 25 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- D + CU + <E + EG - 38 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPDI ID+CU+ WPDI File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Overall File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM &- h Page: Shape: B Loads and Codes - Shape: B City: Biggs County: Butte State: California Country: United States Building Code: 2010 CBC Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2009 International Building Code Cold Form: 07AIS1- ASD 3000.00 psi Concrete Building Use: Standard Occupancy Structure Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):3.50 psf Wind Load Snow Load Seismic Load Wind Speed: 85.00 mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss:53.60 %g The'Low Rise Method is Used Flat Roof Snow: 0.00 psf Mapped Spectral Response - S 1:22.40 %g Wind Exposure (Factor): C(0.940) Design Snow (Sloped): 0.00 psf Seismic Design Category: D Parts Wind Exposure Factor. 0.940 Snow Exposure Category (Factor): 1 Fully Exposed Seismic Importance: 1.000 (0.90) Wind Enclosure: Enclosed Snow Importance: 1.000 Seismic Design Category: D Wind Importance Factor. 1.000 Thermal Category (Factor): Heated (1.00) Framing Fundamental Period: 0.4036 Topographic Factor. 1.0000 Ground / Roof Conversion: 0.70 Bracing Fundamental Period: 0.2440 % Snow Used in Seismic: 0.00 Framing R -Factor. 3.5000 NOT Windbome Debris Region Seismic Snow Load: 0.00 psf Bracing R -Factor. 3.2500 Base Elevation: 0/0/0 Unobstructed, Slippery Roof Soil Profile Type: Stiff soil (D, 4) Primary Zone Strip Width: 19/5/10 Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: 9/8/13 Frame Redundancy Factor. 1.3000 Basic Wind Pressure: 14.78 psf Brace Redundancy Factor. 1.3000 Frame Seismic Factor (Cs): 0.1400 x W Brace Seismic Factor (Cs): 0.1508 x W Design Spectral Response - Sd 1: 0.2915 Design Spectral Response - Sds: 0.4900 Overall File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (19912 1) Time: 02:50 PM Page: SS &A? <'> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Wall: 4 Frame ID:Portal Frame Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: (,9 Frame Type:Portal Frame This is a flush portal frame and applicable reactions are shown with the main frame. Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date: 5/23/2012 WM. 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 57 of �9 Wall: 4, Frame at: 1/0/0 Frame ID:Expandable Leanto with Endposts Frame Type: Lean -To, End Posts Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 3 Type X -Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column Interior Column 0/0/0 25/3/0 3-A 3-A.5 8 X 13 0.375 4-0.750 100'-1 1/2" 114'-0" Interior Column 50/6/0 3-B 8 X 13 0.375 4-0.750 99'-2" Interior Column 70/0/0 3-B.4 8 X 14 0.375 4-0.750 99'-2" Load Typ Load Description Desc. Hx Vy Hx Hz Vy Hx Hz Vy Hx Hz V E> Seismic Load, Frm -0.1 1.3 - 2.4 - Right <E Seismic Load, Left Frm 0.1 - -1.3 - - -2.4 - D Material Dead Frm 0.1 4.6 - 0.5 0.5 Weight CU Collateral Load for Frm - - - Wind Cases EG- Vertical Seismic Fen -0.0 -1.0 - Effect, Subtractive CG Collateral Load for Frm 0.1 3.8 - - - Gravity Cases L> Live - Notional Frrn 0.3 14.9 - - Right <L Live - Notional Left Frm 0.3 14.9 - Wl> Wind Load, Case 1, Frm -0.5 -16.0 2.5 - - 3.9 Right <WI Wind Load, Case I, Frm 0.1 -10.3 -2.2 - - -3.5 - Left W2> Wind Load, Case 2, Frm -0.6 -9.2 - - - Right <W2 Wind Load, Case 2, Frm - -3.5 - - - Left L Roof Live Load Frm 0.3 14.9 - - EG+ Vertical Seismic Frm 0.0 1.0 - Effect, Additive WPAI Wind Parallel - Ref Brc 0.2 -11.4 - - - - A, Case I WPDI Wind Parallel - Ref Brc 0.0 -18.9 D, Case I WPA2 Wind Parallel - Ref Brc 0.1 4.7 - - - File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 5$ a f 6g Grid Hrzleft A, Case 2 Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load WPD2 Wind Parallel - Ref Brc -0.1 -12.2 Case - - - - (-Vy) Case - Case - Case (Mzz) D, Case 2 - 0.3 k 0.3 - k -16.1 k - 0.3 k 0.3 - k 1 11.8 k) 0.5 WPBI Wind Parallel - Ref Bic 0.2 -10.3 - - - - - - - - - - 36 23.3 B, Case I - - 25/3/0 3-A.5 - - - - WPCI Wind Parallel - Ref Brc 0.1 -16.2 - - - - - - 2.2 9 2.5 C, Case I - - 0.5 6 - - 70/0/0 3-B.4 - WPB2 Wind Parallel - Ref Bic 0.1 -3.6 - 0.5 6 - - - - B, Case 2 WPC2 Wind Parallel - Ref Brc - -9.5 - - - - - - - C, Case 2 EB> Seismic Brace Brc- - - - - - Reaction, Right <EB Seismic Brace Bic - - - - - Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Anmmnriate t nad Fartnm mutt he annlied fnr dmivn of frnmdatinns. X -Loc Grid Hrzleft Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load - - 0.5 (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case - 0.3 k 0.3 - k -16.1 k - 0.3 k 0.3 - k 1 11.8 k) 0.5 (in -k) 0.5 (in -k 0/0/0 3-A 0.6 14 0.6 46 - - - - 16.1 36 23.3 6 - - 25/3/0 3-A.5 - - - - - - 50/6/0 3-13 - 2.2 9 2.5 8 - - 0.5 6 - - 70/0/0 3-B.4 - 3.5 9 3.9 8 - 0.5 6 - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 3 Nnte• All renctinns haled nn Ind nyder structural analvsis usine the Direct Analvsis Methnd X -Loc 0/0/0 25/3/0 50/6/0 70/0/0 Grid -Grid2 3-A 3-A.5 3-B 3-8.4 Ld Description Hx Vy Hx Hz Vy Hx Hz I VY Hx Hz V Cs (application factor not shown k k k k k k k k k k k 6 D + CG + L> 0.5 23.3 - - 0.5 - 0.5 8 D+CG+W1> -0.3 -7.6 - - 2.5 0.5 3.9 0.5 - 9 D + CG + <WI 0.3 -1.9 - - -2.2 0.5 -3.5 0.5 - 14 D+CU+W2> -0.6 -6.5 - - 0.3 - 0.3 - 36 D+CU+ WPDI 0.1 -16.1 - 0.3 0.3 - 46 D+CG+L+WPBI 1 0.6 1 11.8 - 0.5 0.5 ACn nolo. 1 nad r -hi -trona - F -Ino No. Ori in Factor Application Description 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> • D + CG + L> 8 System 1.000 I.0 D+ I.00G+ 1.0 Wl> D+CG+ WI> 9 System 1.000 1.0 D + 1.0 CG + 1.0 <W I D + CG + <W 1 14 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 36 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPDI D+CU+ WPDI 46 1 System Derived 1 1.000 11.0 D+ 1.0 CG+0.750 L+0.750 WPBI ID+CG+ L+ WPBI File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. V;7. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 59 6 F J�$ Wall: 4, Frame at: 27/0/0 Frame ID:Leanto Frame Type: Lean - To Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 4 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4-A 8 X 11 0.375 4-0.750 100'-1 1/2" Load Typ Load Description Desc. Hx V E> Seismic Load, Frm -0.0 - - - Right <E Seismic Load, Left Frm 0.0 - - - D Material Dead Frm 0.1 4.5 - - - Weight CU Collateral Load for Frm - - - - Wind Cases EG- Vertical Seismic Frm -0.0 -1.0 - Effect, Subtractive CG Collateral Load for Frm 0.1 3.6 - - - Gravity Cases L> Live - Notional Frm 0.3 14.3 - - Right <L Live - Notional Left Frm 0.3 14.3 - - - W l> Wind Load, Case 1, Frm -0.5 -17.1 - - - Right <WI Wind Load, Case 1, Frm 0.2 -10.6 - - Left W2> Wind Load, Case 2, Frm -0.6 -10.6 - - Right <W2 Wind Load, Case 2, Frm 0.0 -4.1 Left L Roof Live Load Frm 0.3 14.3 - EG+ Vertical Seismic Frm 0.0 1.0 - - Effect, Additive WPAI Wind Parallel - Ref Bn; 0.2 -11.0 - - - A, Case WPDI Wind Parallel - Ref Brc 0.1 -18.2 - - D, Case I WPA2 Wind Parallel - Ref Brc 0.1 -4.5 - File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date: 5/23/2012 YM. 12-8017 Calculations Package (199121) Time: 02:50 PM Page: GO 01`68 Grid Hrz left A, Case 2 Hrz Right Load Hrz In Load Hrz Out Load Uplift Load WPD2 Wind Parallel - Ref Brc -0.0 -11.7 Load - - - Case (Hx) D, Case 2 (-Hz) Case (Hz) Case (-Vy) Case (Vy) Casezz) WPB1 Wind Parallel - Ref Brc 0.3 -9.9 - k k B, Case I k k k -k WPCI Wind Parallel - Ref Brc 0.2 -15.6 - 0.5 46 C, Case 15.5 36 22.4 6 - WPB2 Wind Parallel - Ref Bre 0.1 -3.4 B, Case 2 WPC2 Wind Parallel - Ref Brc 0.0 -9.1 - C, Case 2 EB> Seismic Brace Brc - - - - Reaction, Right <EB Seismic Brace Brc Reaction. Left Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method Anmmnriate Load Factors must he annlied for dessien of foundations. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load;(i cw Load Mom ccw Load 0.4 -0.6 0.2 0.5 22.4 - -7.9 - -15.5 - - - 11.4 - (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Casezz) Case (Mzz) k k k k k k -k in -k0/0/0 ;�e 4-A 0.6 14 0.5 46 15.5 36 22.4 6 - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 4 Nntw All r rtinns hasr,A on 7nd order stnicntrel analvsis n6no the nirert Analvsia Methnd ARD Dpaion Lnad Cnmhinatinns - Framino No. X-L.oc Factor 0/0/0 Description Gridl -Grid2 System 4-A Ld Description Hx V Cs (application factor not shown k k 6 14 36 46 D+CG+L> D+CU+W2> D+CU+WPDI D+CG+L+WPB1 0.4 -0.6 0.2 0.5 22.4 - -7.9 - -15.5 - - - 11.4 - ARD Dpaion Lnad Cnmhinatinns - Framino No. Origin Factor Application Description 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 14 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 36 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPDI D+CU+ WPDI 46 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L+0.750 WPB D+CG+L+ WPBI File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017.Calculations Package (199121) Time: 02:50 PM Page: Wall: 4, Frame at: 53/0/0 Frame ID:Leanto Frame Type: Lean - To Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvoe at Frame Cross Section- 5 Type Exterior Column X -Loc 0/0/0 Grid -Grid2 5-A Base Plate W x L (in.) 8 X 13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-1 1/2" Load Typ Load Descrition Desc. Hx Hz V E> Seismic Load, Frm -0.0 - - Right <E Seismic Load, Left Frm 0.0 - - - - - D Material Dead Frm 0.1 0.0 5.3 - Weight CU Collateral Load for Frn► - - - Wind Cases EG- Vertical Seismic Fmr -0.0 -1.0 - - Effect, Subtractive CG Collateral Load for Frm 0.1 3.6 - - Gravity Cases L> Live - Notional Frm 0.3 14.4 - - Right <L Live - Notional Left Frm 0.3 14.4 - - WI> • Wind Load, Case 1, Frm -0.5 -15.4 - Right <WI Wind Load, Case 1, Fret 0.1 -9.9 - - Left W2> Wind Load, Case 2, Frm -0.6 -8.9- Right <W2 Wind Load, Case 2, Frm - -3.4 - Left L Roof Live Load Frm 0.3 14.4 - EG+ Vertical Seismic Frm 0.0 1.0 - Effect, Additive ' WPAI Wind Parallel- Ref Brc 0.2 -1.0 -13.1 - - A, Case I WPDI Wind Parallel - Ref Brc - 1.1 -16.2 - - D, Case I WPA2 Wind Parallel - Ref Brc 0.2 -1.8 -7.9 - File: 4515 Sunwest rev -I Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. n Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: (o?- a� - -- Grid -- - - - Hrz left A, Case 2 - - Hrc - Load ad - -- Hrz In Load Hrz Out Load Uplift Load Vrt Down WPD2 Wind Parallel - Ref Bm -0.1 1.8 -8.4 (application factor not shown - Case (HRight x) C (-Hz) D, Case 2 (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) WPBI Wind Parallel - Ref Brc 0.3 -0.9 -11.7 - - - k -0.6 k B, Case l k) D + CU + E> + EG- + EB> (in -k) -1.9 (in -k - - 0/0/0 5-A 0.6 WPC Wind Parallel - Ref Bm 0.1 0.9 -13.9 - 13.0 36 23.2 6 - C, Case - WPB2 Wind Parallel - Ref Brc 0.1 -0.9 -5.2 - B, Case 2 WPC2 Wind Parallel - Ref Brc -0.1 1.4 -6.4 - - C, Case 2 EB> Seismic Brace Bre 0.1 -2.2 -4.2 - - Reaction, Right <EB Seismic Brace Bre -0.1 2.3 4.4 - - Reaction. Left Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method - - ---- --- . -- I ^--•-- -.- - - ---1:-J C-- A-.-- ..C--- J-.:--- .. .. ..-•- X-Loc - -- Grid -- - - - Hrz left - - Load - - Hrc - Load ad - -- Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load Cs (application factor not shown (-Hx) Case (HRight x) C (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 36 D+ CU + WPDI k 1.1 k - k D+CG+L+WPBI k -0.6 k - - k) D + CU + E> + EG- + EB> (in -k) -1.9 (in -k - - 0/0/0 5-A 0.6 14 0.6 46 1.9 64 2.1 76 13.0 36 23.2 6 - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 5 ... -.- .. L ---A --')-A ,...d...............d -1-:. -;- U- n:.e... e..e1..e:c XA 6h-4 ♦ cn n--.-- r -.a r.....l.t....a..... - V-1-- No. ..,.1-- No. X -Loc Factor Application 0/0/0 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> Gridl -Grid2 14 5-A 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> Ld Description Hx Hz V System Derived Cs (application factor not shown k k k D + CU + E> + EG- + EB> 6 D + CG + L> 0.5 0.0 23.2 - - 14 D + CU + W2> -0.6 0.0 -5.7 - - - 36 D+ CU + WPDI 0.0 1.1 -13.0 - - - 46 D+CG+L+WPBI 0.6 -0.6 10.9 - - 64 D + CU + E> + EG- + EB> 0.1 -1.9 -1.3 - - - 76 D+CG+E7+EG++<EB 0.1 2.1 1 13.5 - - ♦ cn n--.-- r -.a r.....l.t....a..... - V-1-- No. ..,.1-- No. Origin Factor Application Description 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 14 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 36 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI D + CU + WPDI 46 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L+0.750 WPBI D+CG+ L+ WPBI 64 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D + CU + E> + EG- + EB> 76 System Derived 1 1.000'11.0 D + 1.0 CG + 0.273 a + 0.700 EG+ + 0.910 <EB ID + CG + E> + EG+ + <EB Grid nin�A-5 I Flush Portal Frame is attached to the column so reactions are included with the above frame reactions I File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. X/0"7. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 6 3 oaf Wall: 4, Frame at: 79/0/0 Frame ID:Leanto Frame Type:Lean - To Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 6 Type Exterior Column X -Loc 0/0/0 Gridl - Grid2 6-A Base Plate W x L (in.) 8 X 13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4.-0.750 Column Base Elev. 100'-1 1/2" Q v Desc. Rx RZ , Hx Seismic Load, y an �• - - Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 6 Type Exterior Column X -Loc 0/0/0 Gridl - Grid2 6-A Base Plate W x L (in.) 8 X 13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4.-0.750 Column Base Elev. 100'-1 1/2" Load Type Load Description Desc. Rx RZ V E> Seismic Load, Frm -0.0 - - - - Right <E Seismic Load, Left Frm 0.0 - - - - D Material Dead Frm 0.1 -0.0 5.3 - - Weight CU Collateral Load for Frm - - - - - Wind Cases EG- Vertical Seismic Frm -0.0 -1.0 - • Effect, Subtractive CG Collateral Load for Frrn 0.1 3.6 - - Gravity Cases L> Live - Notional Frm 0.3 14.4 - - Right <L Live - Notional Left Frm 0.3 14.4 - WI> Wind Load, Case 1, Frm -0.5 -15.4 Right <Wl Wind Load, Case 1, Frm 0.1 -9.9 - - Left W2> Wind Load, Case 2, Frm -0.6 -8.9 Right <W2 Wind Load, Case 2, Frm - .-3.4 - Left L Roof Live Load Frm 0.3 14.4 EG+ Vertical Seismic Frm 0.0 1.0 - Effect, Additive WPAI Wind Parallel - Ref Brc 0.2 -1.1 -9.0 - - A, Case 1 WPDI Wind Parallel - Ref Brc 0.1 1.0 -20.2 D, Case 1 WPA2 Wind Parallel - Ref Brc 0.0 -4.8 -1.2 - - File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 6 `fig Grid Hrz left A, Case 2 Ha Right Load Hrz In Load Hrz Out Load Uplift Load Vit Down WPD2 Wind Parallel - Ref Bm 0.0 1.7 -15.1 D + CU + WPDI (-Hx) Case (Hx) Case (-Hz) D, Case 2 (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) WPBI Wind Parallel - Ref Brc. 0.2 -0.9 -8.2 0.5 k - k k B, Case I k) - (in -k) (in -k 0.1 0/0/0 6-A 0.6 WPCI Wind Parallel - Ref Brc 0.1 0.9 -17.3 80 - 36 23.2 6 1 - C, Case 1 - WPB2 Wind Parallel - Ref Brc 0.1 -0.9 -1.7 - B, Case 2 WPC2 Wind Parallel - Ref Brc 0.1 1.4 -11.9 - C, Case 2 EB> Seismic Brace Bre -0.1 -2.2 4.2 - Reaction, Right <EB Seismic Brace Brc 0.1 2.3 -4.4 - - Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method `-------- . --A r--'-- L - ---1:...t C-- A-:.. -Cr --A....--.. X -Loc Grid Hrz left Load Ha Right Load Hrz In Load Hrz Out Load Uplift Load Vit Down Load Mom cw Load Mom ccw Load k k D + CU + WPDI (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 1.0 -17.0 - k - k 0.5 k - k k 0.1 k) - (in -k) (in -k 0.1 0/0/0 6-A 0.6 14 0.5 1 46 1 2.0 1 60 2.0 80 17.0 36 23.2 6 1 - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 6 X -Loc 0/0/0 Factor Application Description Grid 1 - Grid2 6-A 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> Ld Description Rx Hz V 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 36 Cs (application factor not shown k k k D + CU + WPDI 46 System Derived 6 D + CG + L> 0.5 -0.0 23.2 60 System Derived 1.000 14 D + CU + W2> -0.6 -0.0 -5.7 - 1 1.000 - 36 D + CU + WPDI 0.1 1.0 -17.0 - - 46 D+CG+L+WPBI 0.5 -0.7 13.5 - 60 D + CG + E> + EG+ + EB> 0.1 -2.0 13.4 - 80 D+CU+E>+EG- +<EB 0.1 2.0 -1.5 - No. Ori in Factor Application Description 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 14 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 36 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI D + CU + WPDI 46 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L+0.750 WPBI D+CG+ L+ WPBI 60 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D + CG + E> + EG+ + EB> 80 1 System Derived 1 1.000 10.600 D + 0.600 CU + 0.273 d + 0.700 EG- + 0.910 <EB ID + CU + E> + EG- + <EB Grid 0/0/( 0 -1 A-6 I Flush Portal Frame is attached to the column so reactions are included with the above frame reactions_ I File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date: 5/23/2012 W=- 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 6S of4? Wall: 4, Frame at: 105/0/0 Frame ID:Leanto Frame Type: Lean - To Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvoe at Frame Cross Section: 7 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 7-A 8 X I 1 0.375 4-0.750 100'-1 1/2" - Load T Load Description Desc. Hx V E> Seismic Load, Frm -0.0 - - Right <E Seismic Load, Left Frm 0.0 - - D Material Dead Frm 0.1 4.5 - - Weight CU Collateral Load for Frm - - Wind Cases EG- Vertical Seismic Fnn -0.0 -I.0 - Effect, Subtractive CG Collateral Load for Frm 0.1 3.6 - Gravity Cases L> Live - Notional Frm 0.3 14.3 - - Right <L Live - Notional Left Frm 0.3 14.3 - WI> Wind Load, Case 1, Frrn -0.5 -17.1 Right <WI Wind Load, Case I, Frm 0.2 -10.6 - Left W2> Wind Load, Case 21 Frm -0.6 -10.6 - - Right <W2 Wind Load, Case 2, Frm 0.0 -4.1 Left L Roof Live Load Frm 0.3 14.3 EG+ Vertical Seismic Frrn 0.0 1.0 - Effect, Additive WPAI Wind Parallel- Ref Brc 0.2 -11.0 A, Case 1 WPDI Wind Parallel - Ref Brc 0.1 -18.2 - - D, Case 1 WPA2 Wind Parallel - Ref Bm 0.1 4.5 - - - File: 4515 Sunwest rev -I Version: 2012.2b Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date: 5/23/2012 em. - 12-8017 Calculations Package (199121) Time: 02:50 PM Page: Grid Hrz left Load A, Case 2 Load Hrz In Load Hrz Out Load Uplift Load Vit Down WPD2 Wind Parallel - Ref Bic -0.0 -11.7 1.000 0.600 D+0.600 CU+ 1.0 WPDI - (Hx) Case (-Hz) D, Case 2 (Hz) Case (-Vy) Case (Vy) Case (-Mu) Case WPBI Wind Parallel - Ref Brc 0.3 -9.9 k k k B. Case I k in -k in -k 0/0/0 WPCI Wind Parallel - Ref Brc 0.2 -15.6 - 36 22.4 C, Case I - WP82 Wind Parallel - Ref Bre 0.1 -3.4 - B, Case 2 WPC2 Wind Parallel - Ref Bre 0.0 -9.1 - C, Case 2 EB> Seismic Brace Brc - - Reaction, Right <EB Seismic Brace Brc - - Reaction. Left Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method An...r Agta I n„i Fart- mutt he annliwt Fnr A -ion of f --(.trona X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vit Down Load Mom cw Load Mom ccw Load 1.000 0.600 D+0.600 CU+ 1.0 WPDI (-Hx) Case I (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mu) Case (Mzz) Case k k k k k k in -k in -k 0/0/0 7-A 0.6 14 0.5 46 1 15.5 36 22.4 6 - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 7 Nnt- All -tine haerA nn )nd nn -ler ctn,rhiml annlvcic ucino the ninrt Annlvcic Methnd X -Loc 0/0/0 Grid - Grid2 7-A Ld Description Hx V Cs (application factor not shown k k 6 D+CG+L> 14 D+CU+W2> 36 D+CU+WPD1 46 D+CG+L+WPBI 0.4 -0.6 0.2 0.5 22.4 - -7.9 - - -15.5 - - 11.4 - - AIM nasion I -A ('nmhinotinna. Fromino No. Origin Factor Application Description 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 14 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 36 System Derived 1.000 0.600 D+0.600 CU+ 1.0 WPDI D+CU+ WPDI 46 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L+0.750 WPBI D+CG+L+ WPBI File: 4515 Sunwest rev -1 . Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: 67 ,�68 Wall: 4, Frame at: 131/0/0 Frame ID:Leanto with Endposts Frame Type:Continuous Beam Lean -To, End Posts Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load TYDe at Frame Cross Section: 8 Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Type Exterior Column Interior Column Interior Column Interior Column X -Loc 0/0/0 25/3/0 50/6/0 70/0/0 Grid -Grid2 8-A 8-A.5 8-B 8-13.4 Base Plate W x L (in.) 8 X 13 8 X 13 8 X 13 Base Plate Thickness (in.) 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-1 1/2" 114'-0" 99'-2" 99' -2 - Load Typ Load Description Desc. Hx yy Hx Hz Vy Hx Hz Vy Hx Hz V F> Seismic Load, Frm - 1.2 0.0 2.4' -0.0 Right <E Seismic Load, Left Frm - -1.2 -0.0 -2.4 0.0 - D Material Dead Frm 0.0 1.1 - 2.5 0.8 - Weight CU Collateral Load for Frm - - - - Wind Cases EG- Vertical Seismic Frm - -0.2 - -0.6 - - -0.1 Effect, Subtractive CG Collateral Load for Frrn 0.0 0.9 2.1 - 0.4 - Gravity Cases L> Live - Notional Frm 0.1 3.5 9.3 - - 3.7 - Right <L Live - Notional Left Frm 0.1 3.5 9.3 - - 3.7 - ASL^ Alternate Span Live Frm - -0.1 2.7 - 2.7 - Load, Shifted Right ^ASL Alternate Span Live Frm 0.1 3.6 - 6.6 - - 1.0 - Load, Shifted Left W l> Wind Load, Case 1, Frm -0.3 -5.3 2.3 -12.9 3.7 -2.2 - Right <WI Wind Load, Case 1, Frm 0.2 -3:l -2.0 -7.4 -3.3 -1.2 Left W2> Wind Load, Case 2, Frm -0.4 -3.7 - -9.1 - -1.6 Right <W2 Wind Load, Case 2, Frm 0.1 -1.5 -3.6 - -0.6 - Left L Roof Live Load Frm 0.1 3.5 - 9.3 - - 3.7 EG+ Vertical Seismic Frm - 0.2 - 0.6 - 0.1 Effect, Additive WPAI Wind Parallel - Ref Brc 0.2 -3.0 - -6.1 - -0.8 File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 0 Date: 5/23/2012 12-8017 Calculations Package (199121) Time: 02:50 PM Page: (D Grid 50/6/0 70/0/0 A, Case HrzRight Load HrzIn Load HrzOut Load Uplift Load VrtDown Load Mom cw Load Mom ccw Load k k WPDI Wind Parallel - Ref Brc 0.1 -5.1 (-Hz) Case - Case (-Vy) -9.9 (Vy) - -1.2 Case (Mzz) Case 12 D+CG+WI> D, Case 11.0 D+ 1.0 CG+0.750 L+0.750 WPBI 2.3 k 3.7 -1.1 k 13 D + CG + <WI k k -2.8 k - in -k -0.3 -4.6 in -k0/0/0 WPA2 Wind Parallel - Ref Bm 0.1 -1.4 0.2 50 - - - -2.3 4.6 16 -0.2 925/3/0 7.2 - 3.2 A, Case 2 8-A.5 - - - WPD2 Wind Parallel - Ref Bio 0.0 -3.4 - - 2.0 -6.1 2.3 12 -0.6 - 13.9 6 - D, Case 2 - 70/0/0 8-B.4 3.3 13 3.7 12 1.8 16 4.9 WPBI Wind Parallel - Ref Bic 0.2 -2.5 - -5.9 -I.0 B, Case I WPCI Wind Parallel - Ref Bio 0.2 -3.9 - - -9.3 - -1.6 C, Case I WPB2 Wind Parallel - Ref Brc 0.1 -0.9 - - - -2.0 -0.3 B. Case 2 WPC2 Wind Parallel - Ref Bio 0.1 -2.3 - - - -5.4 - - -0.9 C, Case 2 EB> Seismic Brace Bio - - - - - - Reaction, Right <EB Seismic Brace Bio - - Reaction, Left Seismic reactions shown are consistent with the base shear (V) from the specified building code without any factors applied. Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method • ___.__...,. r --J c.. .- i.e -N-A r- a- ..0 F . nd.rin X -Loc Grid 50/6/0 70/0/0 Load HrzRight Load HrzIn Load HrzOut Load Uplift Load VrtDown Load Mom cw Load Mom ccw Load k k k k k k Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 12 D+CG+WI> -0.2 -3.3 11.0 D+ 1.0 CG+0.750 L+0.750 WPBI 2.3 k 3.7 -1.1 k 13 D + CG + <WI k k -2.8 k - in -k -0.3 -4.6 in -k0/0/0 2.3 -11.4 - 8-A F(-Hx) 18 0.2 50 - - - - 4.6 16 5.7 925/3/0 7.2 - 3.2 8-A.5 - - - - - 50/6/0 8-B 2.0 13 2.3 12 11.4 16 13.9 6 - - - 70/0/0 8-B.4 3.3 13 3.7 12 1.8 16 4.9 6 Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 8 ldnta- All -rinnc hnc-i nn Ind nrdi ctnirhiml analvcic amino the nim .t Annlvcim Methnd X -Loc 0/0/0 25/3/0 50/6/0 70/0/0 Application Grid I- Grid2 8-A 8-A.5 8-B 8-13.4 1.000 Ld Description Hx Vy Hx Hz Vy Hx Hz I V Hx Hz V D+CG+^ASL Cs (application factor not shown k k k k k k k k k k k System 6 D + CG + L> 0.1 5.6 D + CG + <W - - 13.9 4.9 0.600 D+0.600 CU+ 1.0 WI> 9 D+CG+^ASL 0.1 5.7 System - 11.2 2.1 50 12 D+CG+WI> -0.2 -3.3 11.0 D+ 1.0 CG+0.750 L+0.750 WPBI 2.3 -8.3 3.7 -1.1 - 13 D + CG + <WI 0.2 -1.1 -2.0 -2.8 -3.3 -0.1 - 16 D+CU+WI> -0.3 -4.6 2.3 -11.4 3.7 -1.8 18 D+CU+W2> -0.4 -3.0 - -7.6 - -1.1 50 D+CG+L+WPBI 1 0.2 1 2.8 7.2 - 3.2 A en nueinn I and !`nml.inotinn• - F -1 - No. Oriin Factor Application Description 6 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 9 System 1.000 I.0D+I.0CG+1.0^ASL D+CG+^ASL 12 System 1.000 1.0 D + 1.0 CG + 1.0 W I> D + CG + W 1> 13 System 1.000 1.0 D + 1.0 CG + 1.0 <W 1 D + CG + <W 16 System 1.000 0.600 D+0.600 CU+ 1.0 WI> D+CU+ WI> 18 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 50 System Derived 1 1.000 11.0 D+ 1.0 CG+0.750 L+0.750 WPBI ID+CG+L+ WPBI .,. K.a! G�Ky, nr'0�4'1`"fi:" �"� . s� ��'� f`t,'p'�".' rub.*^ .� ,ur �✓wc ,sa�-.z. ��7� S' r�.t ro ter: �T 1 �. .d^ - R iC�� �°r' �,`TT+2v..l,;�"s:.�� �T�S�I..$�dr �F:,ae.�+�L'2'i�'+';ri'.%� t '�'=v t t. . t ; � f w''. 4�fy �t�w�Zb�4:" f� a�3` '4, "'L�«k �Xn u'� � ? � rC t' t nps�' iei:...➢�-1 � Q, } �7 s :it.•� ..^r.'l:':.+'x..�i"E.. -,�i�;i: i1` ,c,�`ri^,..�5,� ..� ...oesW:v'I..'r1:� .�isF.a JkcYSs. :t�..�'.�y`.i�ii$tY�4. IAr�.,�x i�i'...:a�� ��.t ..:X� rt�':Ya't.�t°�iitt': �A .�H_£,+1� �o ev *t' s.� File: 4515 Sunwest rev -1 Version: 2012.2b Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc.